CN115935727A - Cable force adjusting method based on sequence quadratic programming method - Google Patents
Cable force adjusting method based on sequence quadratic programming method Download PDFInfo
- Publication number
- CN115935727A CN115935727A CN202211422552.2A CN202211422552A CN115935727A CN 115935727 A CN115935727 A CN 115935727A CN 202211422552 A CN202211422552 A CN 202211422552A CN 115935727 A CN115935727 A CN 115935727A
- Authority
- CN
- China
- Prior art keywords
- cable force
- cable
- force
- vector
- target
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000000034 method Methods 0.000 title claims abstract description 73
- 239000011159 matrix material Substances 0.000 claims abstract description 42
- 238000010276 construction Methods 0.000 claims abstract description 32
- 238000004364 calculation method Methods 0.000 claims abstract description 27
- 230000008859 change Effects 0.000 claims abstract description 23
- 239000013598 vector Substances 0.000 claims description 42
- 238000005457 optimization Methods 0.000 claims description 39
- 230000008569 process Effects 0.000 claims description 17
- 239000006185 dispersion Substances 0.000 claims description 3
- 238000004422 calculation algorithm Methods 0.000 description 5
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000004458 analytical method Methods 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 2
- 238000005452 bending Methods 0.000 description 2
- 239000002245 particle Substances 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 241001513371 Knautia arvensis Species 0.000 description 1
- 241001139947 Mida Species 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 238000000594 atomic force spectroscopy Methods 0.000 description 1
- 238000010835 comparative analysis Methods 0.000 description 1
- 238000005094 computer simulation Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000002068 genetic effect Effects 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 230000001105 regulatory effect Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 230000004044 response Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
- 230000007704 transition Effects 0.000 description 1
Images
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a cable force adjusting method based on a sequence quadratic programming method, which comprises the following steps: s1, establishing a calculation model according to actual loads and construction steps; s2, applying boundary conditions and loads in the calculation model, and gradually increasing the cable force of each cable to obtain a cable force change value Ki of each cable of the full bridge; s3, combining all the cable force change values Ki to obtain a cable force influence matrix so as to obtain an influence matrix equation for cable force adjustment; s4, solving the cable force regulation quantity { T) by applying an influence matrix equation x And judging the solved cable force application quantity { T } x Whether actual construction conditions are met or not is judged; s5, if the cable force adjusting quantity { T } solved in the step S4 x The construction condition can not be met, and the cable force adjusting quantity { T ] is adjusted by adopting a sequential quadratic programming method x Optimizing until the optimized cable force is applied and adjustedAmount { T' x Until the construction conditions are met. The invention can solve a group of cable force application and adjustment quantities meeting the actual conditions, and has small deviation, small error and high efficiency.
Description
Technical Field
The invention relates to the technical field of bridge construction monitoring, in particular to a cable tension adjusting method based on a sequence quadratic programming method.
Background
Many researchers have conducted intensive studies on the adjustment and optimization of the structure cable force. The objective function of optimizing the cable-stayed bridge, such as Xiaoru Corne, is uniformly expressed by a cable force variable and a generalized influence matrix, and an influence matrix method of cable force optimization is provided. The influence matrix method of Fanghong et al is applied to cable adjustment in the construction stage of the tied arch bridge, and the influence matrix method of Wangwavikun et al is used for carrying out secondary cable force adjustment on the oblique independent tower cable-stayed bridge.
And partial scholars convert the problem of the bridge cable force optimization into a mathematical optimization model, take the internal force and the linear shape of the structure as an objective function, add various constraint conditions and convert the problem of the bridge cable force optimization into a constrained nonlinear programming model. The optimization method comprises the steps of carrying out reasonable bridge cable force optimization calculation under multi-objective linear programming based on an influence matrix method and a genetic algorithm of a tight loose and the like, introducing an improved particle swarm algorithm to solve the bridge cable force by a Shishijun and the like, efficiently and accurately solving the cable force meeting the reasonable bridge state, carrying out special-shaped cable-stayed bridge cable force optimization based on a response surface method and a particle swarm algorithm of a Yulin and the like, taking the minimum total bending energy of a Chaolinong and the like as a target function, taking the bending moment of a main beam and a tower, the side span counterweight and the bearing counter force of a transition pier and an auxiliary pier as constraint conditions, and determining the cable force of a large-span cable-stayed bridge under the condition of considering the counterweight.
The cable force adjustment in the construction stage is carried out by adopting the influence matrix method, because the order of the cable force influence matrix is the same as the number of cable roots, a unique cable force solution exists, but the cable force influence matrix is limited by actual construction conditions, the situation that the unique solution is not applicable can occur, the error and deviation of the result obtained by solving are large, and meanwhile, the solving time is long.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provides a cable force adjusting method based on a sequence quadratic programming method. The cable force adjusting method based on the sequence quadratic programming method can quickly solve the result with small error and deviation so as to meet the requirements of construction conditions.
The purpose of the invention is realized by the following technical scheme: the cable force adjusting method based on the sequence quadratic programming method comprises the following steps:
s1, establishing a calculation model according to actual load and construction steps;
s2, applying boundary conditions and loads in the calculation model, and gradually increasing the cable force of each cable to obtain a cable force change value Ki of each cable of the full bridge;
s3, combining all the cable force change values Ki to obtain a cable force influence matrix so as to obtain an influence matrix equation for cable force adjustment;
s4, solving the cable force regulation quantity { T) by applying an influence matrix equation x And judging the solved cable force application quantity { T } x Whether actual construction conditions are met or not is judged;
s5, if the cable force adjusting quantity { T } solved in the step S4 x The construction condition can not be met, and the cable force adjusting quantity { T ] is adjusted by adopting a sequential quadratic programming method x Optimization is carried out until the optimized cable force adjusting vector { T' x Until the construction conditions are met.
Preferably, the specific process of step S5 includes the following steps:
s51, solving by taking the cable force applying and adjusting quantity as an unknown quantity of optimization calculation:
{T′ x }＝{T′ x1 T′ x2 ... T′ xn } T wherein, { T' x The optimized cable force application and adjustment vector is obtained; t' xi Applying and adjusting cable force for the No. i cable after optimization;
and (3) setting the difference value of the target cable force vectors before and after cable force optimization as [ delta T ]:
{ΔT}＝{ΔT 1 ΔT 2 ... ΔT n } T
＝{T′ m1 -T m1 T′ m2 -T m2 ... T′ mn -T mn } T
wherein: delta T i Optimizing the difference value of the target cable force of the No. i cable before and after the optimization; t is mi The target cable force of the No. i cable is optimized; t' mi The optimized No. i cable target cable force is obtained;
and (3) making the standard deviation of the difference value of the target cable force vectors before and after cable force optimization be sigma:
wherein, delta T i Optimizing the difference value of the target cable force of the No. i cable before and after the optimization; mu is Delta T i The mean value of (a); r is the maximum allowable discrete value of the cable force;
s52, selecting a proper objective function and constraint conditions;
s53, optimizing cable force regulation quantity { T) based on sequence quadratic programming method x Get the optimized cable force applied direction quantity { T' x }；
S54, if the optimized cable force applying vector quantity is { T' x The construction condition can not be met, and the steps S52 and S53 are repeated until the finally optimized cable force adjusting vector { T' x Until the construction conditions are met.
Preferably, the objective function and constraint conditions in step S52 include:
objective function and constraint I:
s.t.0≤{T s }+{T′ x }≤{T u }
{|ΔT|}≤{T p }
σ≤r
objective function and constraint II:
s.t.0≤{T s }+{T′ x }≤{T u }
{|ΔT|}≤{T p }
objective function and constraint III:
s.t.0≤{T s }+{T′ x }≤{T u }
{|ΔT|}≤{T p }
σ≤r
wherein, | Δ T i I is the absolute value of the difference value of the cable force of the ith cable target before and after weighting; { T s The actual cable force vector before cable adjustment is obtained; { T' x The optimized cable force is applied and the direction is adjusted; { T u Is the maximum allowable value of the cable force; { | Δ T | } is the target cable force difference vector before and after optimization; { T p The maximum allowable error amount of the cable force is multiplied by the maximum allowable error amount; sigma is the standard deviation of the cable force target difference before and after weighting; r is the maximum allowable dispersion value of the cable force.
Preferably, the specific process of step S2 includes the following steps:
the cable force of the ith cable is gradually increased to obtain the cable force change values of the n cables in the full bridge, and the change quantity of the full bridge cable force caused by the unit change of the ith cable is expressed as:
K i ＝[k 1i ，k 2i ，…k ni ] T 。
preferably, the specific process of step S3 includes the following steps:
the unit change of all cables of the full bridge leads to the change K of the cable force of the full bridge i Combining to obtain a cable force influence matrix [ K ]]Namely:
[K]＝[K 1 ，K 2 ，…K n ]，
the basic formula of the influence matrix method is expressed as:
[K]{X}＝{D}，
wherein [ K ] is an influence matrix; { X } is the modulation vector; { D } is the modulated vector;
the influence matrix equation in the cable force adjustment process can be expressed as:
{T m }＝{T s }+[K]{T x }，
wherein, { T x The vector is applied and adjusted by the cable force; { T s The actual cable force vector before cable adjustment is obtained; { T m The cable force target vector is used as the cable force; [ K ]]Is a cable force influence matrix.
Compared with the prior art, the invention has the following advantages:
1. aiming at the problem that the adjustment quantity obtained by directly inverting the influence matrix cannot be implemented, a sequential quadratic programming optimization method is introduced on the basis of the influence matrix, the cable force adjustment quantity is calculated based on the influence matrix method, the cable force adjustment quantity is optimized by using the sequential quadratic programming method, a group of cable force adjustment quantities meeting the actual conditions is solved, and the error and the deviation are small.
2. The existing cable force optimization method aims at cable force optimization in a reasonable bridge forming state, and few researches on cable force adjustment in the construction process are carried out.
Drawings
FIG. 1 is a flow chart of the calculation based on the sequential quadratic programming method and the cable force adjustment method of the present invention.
FIG. 2 is a diagram of a computational model of the present invention.
Fig. 3 is a graph comparing the results of the actual cable force with the theoretical cable force.
FIG. 4 is a calculation result of the present invention using an objective function and a constraint I.
FIG. 5 is a calculation result of the present invention using an objective function and constraint II.
FIG. 6 is a calculation result of the present invention using an objective function and a constraint III.
Fig. 7 is a comparative analysis chart of the cable force results before and after the optimization.
Detailed Description
The invention is further illustrated by the following figures and examples.
The cable force adjusting method based on the sequence quadratic programming method comprises the following steps:
s1, establishing a calculation model according to actual load and construction steps;
specifically, in the calculation model, a main beam and a main arch serve as plate units, a suspender serves as a cable unit, a lower foundation serves as a beam unit, and the suspender is elastically connected with an arch rib and the main beam. And establishing a calculation model by adopting Midas Civil finite element analysis software according to the design drawing and the actual construction scheme.
S2, applying boundary conditions and loads in the calculation model, and gradually increasing the cable force of each cable to obtain a cable force change value Ki of each cable of the full bridge;
the specific process of step S2 includes the following steps:
the cable force of the ith cable is gradually increased to obtain the cable force change values of the n cables in the full bridge, and the change quantity of the full bridge cable force caused by the unit change of the ith cable is expressed as:
K i ＝[k 1i ,k 2i ,…k ni ] T 。
s3, combining all the cable force change values Ki to obtain a cable force influence matrix so as to obtain an influence matrix equation for cable force adjustment; the specific process of step S3 includes the following steps:
the unit change of all cables of the full bridge leads to the change K of the cable force of the full bridge i Combining to obtain a cable force influence matrix [ K ]]Namely:
[K]＝[K 1 ，K 2 ，…K n ]，
the basic formula of the influence matrix method is expressed as:
[K]{X}＝{D}，
wherein [ K ] is an influence matrix; { X } is the modulation vector; { D } is the modulated vector;
the influence matrix equation in the cable force adjustment process can be expressed as:
{T m }＝{T s }+[K]{T x }，
wherein, { T x The vector is applied and adjusted by the cable force; { T s The actual cable force vector before cable adjustment is obtained; { T m The cable force target vector is used as the cable force; [ K ]]Is a cable force influence matrix.
S4, solving the cable force regulation quantity { T by applying an influence matrix equation x And judging the solved cable force application quantity { T } x Whether actual construction conditions are met or not is judged;
the specific process of step S4 includes the following steps:
s41, according to the formula
{T x }＝[K] -1 ({T m }-{T s })
Solving the cable force application quantity { T } x }。
S42, determining { T x Whether the construction conditions are met or not is judged, and practical operability is achieved.
S5, if the cable force adjusting quantity { T } solved in the step S4 x The construction condition can not be met, and the cable force adjusting quantity { T ] is adjusted by adopting a sequential quadratic programming method x Optimization is carried out until the optimized cable force applying direction adjusting quantity { T' x Until the construction conditions are met.
The specific process of step S5 includes the following steps:
s51, solving by taking the cable force applying and adjusting quantity as an unknown quantity of optimization calculation:
{T′ x }＝{T′ x1 T′ x2 ... T′ xn } T wherein, { T' x The optimized cable force applying and adjusting vector is obtained; t' xi Applying and adjusting cable force for the No. i cable after optimization;
and (3) setting the difference value of the target cable force vectors before and after cable force optimization as [ delta T ]:
{ΔT}＝{ΔT 1 ΔT 2 ... ΔT n } T
＝{T′ m1 -T m1 T′ m2 -T m2 ... T′ mn -T mn } T
wherein: delta T i Optimizing the difference value of the target cable force of the No. i cable before and after the optimization; t is mi The target cable force of the No. i cable is optimized; t' mi The optimized No. i cable target cable force is obtained;
and (3) making the standard deviation of the difference value of the target cable force vectors before and after cable force optimization be sigma:
wherein, Δ T i Optimizing the difference value of the target cable force of the No. i cable before and after the optimization; mu is Delta T i The mean value of (a); r is the maximum allowable discrete value of the cable force;
s52, selecting a proper objective function and constraint conditions;
s53, optimizing cable force regulation quantity { T) based on sequence quadratic programming method x To obtain an optimized cable force applied vector { T' x }；
S54, if the optimized cable force applying and adjusting vector is { T' x The construction condition can not be met, and the steps S52 and S53 are repeated until the finally optimized cable force adjusting vector { T' x Until the construction conditions are met.
The objective function and constraint conditions in step S52 include:
objective function and constraint I:
s.t.0≤{T s }+{T′ x }≤{T u }
{|ΔT|}≤{T p }
σ≤r
objective function and constraint II:
s.t.0≤{T s }+{T′ x }≤{T u }
{|ΔT|}≤{T p }
objective function and constraint III:
s.t.0≤{T s }+{T′ x }≤{T u }
{|ΔT|}≤{T p }
σ≤r
wherein, | Δ T i I is the absolute value of the difference value of the i-th cable target cable force before and after weighting; { T s The actual cable force vector before cable adjustment is obtained; { T' x The optimized cable force is applied and the direction is adjusted; { T u The maximum allowable value of the cable force is used as the value; { |. DELTA.T | } is a target cable force difference vector before and after optimization; { T p The maximum allowable error amount of the cable force is multiplied by the maximum allowable error amount; sigma is the standard deviation of the cable force target difference before and after weighting; r is the maximum allowable dispersion value of the cable force.
Taking the Guangzhou tower pedestrian bridge (the current famous sea bridge) as an example, the whole bridge spans across Zhujiang in the north-south direction, connects two sand islands and sea pearl island, and is positioned about 300m at the downstream of the Guangzhou bridge. The main bridge is a half-through steel arch bridge with an arch span of 198m, and the approach bridge span combinations on both sides are 2x40m continuous steel box girders.
The number of the full-bridge hanger rods is 23, anchor points on the hanger rods are anchoring ends, and the hanger rods are connected with the arch upper lug plates through inserting lugs and pin shafts; the lower anchor point is a tensioning end and is connected with the upper anchor plate of the beam by adopting an integral anchor head.
A full-bridge model is established by adopting Midas Civil finite element analysis software, a main beam and a main arch are simulated by adopting a plate unit, a suspender is simulated by adopting a cable unit, a lower foundation is simulated by adopting a beam unit, the suspender and an arch rib main beam are simulated by adopting elastic connection, the full bridge has 7834 nodes and 11564 units, and the full-bridge model is shown in figure 2.
This bridge has appeared the problem that calculation result and actual measurement result appear great deviation after comprehensive cable for the first time, and the particular case is as follows:
after the first full-bridge cable force tensioning is finished, the actual cable force of the full bridge is measured, and the results of the actual cable force and the theoretical cable force are shown in fig. 3.
Before cable force adjustment, parameters of the calculation model are identified, and analysis shows that in the first tensioning process of the suspender, expected boundary conditions and actual boundary conditions in support models on two sides of the main beam are greatly different, so that the cable force difference between the positions on two sides of the main beam and a theoretical cable force is large after the first full-bridge tensioning is finished. And modifying and adjusting the boundary conditions of the model, and applying the adjusted model to the calculation of the cable force influence matrix.
Sequentially adding unit cable force values on each suspender in a Midas model to obtain full-bridge cable force variation under the cable force unit variation of each suspender, combining to obtain a cable force influence matrix [ K ], and then calculating a unique solution of a cable force applying and adjusting vector by applying an equation (4):
{T x } = {886 1070 1234 1317 1472 1594 1584 1547 1559 1513 1426 1654 1451 1596} t in kN.
The cable adjusting sequence is from a short cable to a long cable, and the two sides are symmetrically tensioned, and the result shows that the cable force in the cable adjusting stage has the following 3 problems:
1) When most of the suspension rods are used for adjusting cables, the tensioning cable force exceeds the operation upper limit (1000 kN) of the jack, and tensioning cannot be carried out.
2) In the process, the cable force is far greater than the cable force (about 900 kN) in a bridge state, and the problems of stress overrun of the stay cable and the anchoring lug plate of the stay cable can occur.
3) In the process, the cable force of a part of the suspender has a negative value, the actual situation cannot occur, and the cable adjusting influence matrix is inconsistent with the actual situation.
Under the condition that the cable force regulating amount obtained based on direct inversion of the influence matrix cannot be implemented, the sequence quadratic programming method is adopted to regulate the cable force { T } x Optimizing to obtain a new cable force modulation vector { T' x And a cable force target vector { T' m And selecting different objective functions and constraint conditions to ensure that the cable force adjustment amount is within a reasonable range, the adjusted target cable force error is within an allowable range and the cable force is uniform, and respectively solving the cable force optimization by adopting the following 3 methods:
objective function and constraint I:
s.t.0≤{T s }+{T′ x }≤{T u }
{|ΔT|}≤{T p }
σ≤r
objective function and constraint II:
s.t.0≤{T s }+{T′ x }≤{T u }
{|ΔT|}≤{T p }
objective function and constraint III:
s.t.0≤{T s }+{T′ x }≤{T u }
{|ΔT|}≤{T p }
σ≤r
the calculation results of the respective algorithms are shown in fig. 4 to 6.
According to the method, the applied and adjusted cable force obtained by the three cable force applying and adjusting amount calculation methods based on the sequence quadratic programming method is smaller than the jack limit value, the method has actual operability, the deviation between the target cable force and the initial target is smaller than 3%, the theoretical cable force in the cable adjusting stage is basically a positive value, and the actual cable adjusting requirement is met.
After cable force optimization is carried out based on a sequential quadratic programming method, compared with the three calculation methods, the deviation between the target cable force of the target function and the constraint condition I and the initial target cable force is minimum, the cable force deviation of the target function and the constraint condition II is most uniform, the calculation time is shortest, the calculation efficiency is higher when the constraint condition is linear constraint, the mean value of the cable force of the target function and the constraint condition III is minimum, and different optimization methods can be selected according to actual requirements on site.
After the cable force optimization, based on the objective that the cable force deviation is most uniform, the cable force optimized by the algorithm (2) is applied to actual construction, and the comparison and analysis of the cable force results before and after cable adjustment are shown in fig. 7.
According to the calculation result, after cable adjustment, the actually measured cable force error and the theoretical cable force are basically controlled within 5%, the maximum error value is 37kN, the deviation is 7%, and the construction control requirement is met totally.
The above-mentioned embodiments are preferred embodiments of the present invention, and the present invention is not limited thereto, and any other modifications or equivalent substitutions that do not depart from the technical spirit of the present invention are included in the scope of the present invention.
Claims (5)
1. The cable force adjusting method based on the sequence quadratic programming method is characterized by comprising the following steps of:
s1, establishing a calculation model according to actual loads and construction steps;
s2, applying boundary conditions and loads in the calculation model, and gradually increasing the cable force of each cable to obtain a cable force change value Ki of each cable of the full bridge;
s3, combining all the cable force change values Ki to obtain a cable force influence matrix so as to obtain an influence matrix equation for cable force adjustment;
s4, solving the cable force regulation quantity { T by applying an influence matrix equation x And judging the solved cable force application quantity { T } x Whether actual construction conditions are met or not is judged;
s5, if the cable force adjusting quantity { T } solved in the step S4 x The construction condition can not be met, and the cable force adjusting quantity { T ] is adjusted by adopting a sequential quadratic programming method x Optimizing until the optimized cable force is applied and adjustedAmount { T' x And (4) until the construction condition is met.
2. The cable force adjusting method based on the sequential quadratic programming method according to claim 1, wherein: the specific process of step S5 includes the following steps:
s51, solving by taking the cable force applying and adjusting quantity as an unknown quantity of optimization calculation:
{T′ x }＝{T′ x1 T′ x2 …T′ xn } T wherein, { T' x The optimized cable force applying and adjusting vector is obtained; t' xi Applying and adjusting cable force for the No. i cable after optimization;
let the difference of the target cable force vector before and after cable force optimization be { Δ T }:
{ΔT}＝{ΔT 1 ΔT 2 …ΔT n } T
＝{T′ m1 -T m1 T′ m2 -T m2 …T′ mn -T mn } T wherein: delta T i Optimizing the difference value of the target cable force of the No. i cable before and after the optimization; t is mi The target cable force of the No. i cable is optimized; t' mi The optimized No. i cable target cable force is obtained;
the standard deviation of the difference value of the target cable force vectors before and after cable force optimization is set as sigma:
wherein, delta T i Optimizing the difference value of the target cable force of the No. i cable before and after the optimization; mu is Delta T i The mean value of (a); r is the maximum allowable discrete value of the cable force;
s52, selecting a proper objective function and constraint conditions;
s53, optimizing cable force regulation quantity { T) based on sequence quadratic programming method x To obtain an optimized cable force applied vector { T' x }；
S54, if the optimized cable force applying vector quantity is { T' x The construction conditions cannot be met, and the steps S52 and S53 are repeated until the finally optimized cable force is appliedModulation vector { T' x Until the construction conditions are met.
3. The cable force adjustment method based on the sequential quadratic programming method according to claim 2, wherein: the objective function and constraint conditions in step S52 include:
objective function and constraint I:
s.t.0≤{T s }+{T′ x }≤{T u }
{|ΔT|}≤{T p }
σ≤r
objective function and constraint II:
s.t.0≤{T s }+{T′ x }≤{T u }
{|ΔT|}≤{T p }
objective function and constraint III:
s.t.0≤{T s }+{T′ x }≤{T u }
{|ΔT|}≤{T p }
σ≤r
wherein, | Δ T i I is the absolute value of the difference value of the cable force of the ith cable target before and after weighting; { T s The actual cable force vector before cable adjustment is obtained; { T' x The optimized cable force is applied and the direction is adjusted; { T u The maximum allowable value of the cable force is used as the value; { | Δ T | } is the target cable force difference vector before and after optimization; { T p The maximum allowable error amount of the cable force is multiplied by the maximum allowable error amount; sigma being the difference between the target cable forces before and after weightingStandard deviation; r is the maximum allowable dispersion value of the cable force.
4. The cable force adjustment method based on the sequential quadratic programming method according to claim 1, wherein: the specific process of step S2 includes the following steps:
the cable force of the ith cable is gradually increased to obtain the cable force change values of the n cables in the full bridge, and the change quantity of the full bridge cable force caused by the unit change of the ith cable is expressed as:
K i ＝[k 1i ,k 2i ,…k ni ] T 。
5. the cable force adjustment method based on the sequential quadratic programming method according to claim 4, wherein: the specific process of step S3 includes the following steps:
the unit change of all cables of the full bridge leads to the change K of the cable force of the full bridge i Combining to obtain a cable force influence matrix [ K ]]Namely:
[K]＝[K 1 ,K 2 ,…K n ]，
the basic formula of the influence matrix method is expressed as:
[K]{X}＝{D}，
wherein [ K ] is an influence matrix; { X } is the modulation vector; { D } is the modulated vector;
the influence matrix equation in the cable force adjustment process can be expressed as:
{T m }＝{T s }+[K]{T x }，
wherein, { T x The vector is applied and adjusted by the cable force; { T s The actual cable force vector before cable adjustment is obtained; { T m The cable force target vector is used as the cable force; [ K ]]Is a cable force influence matrix.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211422552.2A CN115935727A (en) | 2022-11-15 | 2022-11-15 | Cable force adjusting method based on sequence quadratic programming method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211422552.2A CN115935727A (en) | 2022-11-15 | 2022-11-15 | Cable force adjusting method based on sequence quadratic programming method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN115935727A true CN115935727A (en) | 2023-04-07 |
Family
ID=86699924
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202211422552.2A Pending CN115935727A (en) | 2022-11-15 | 2022-11-15 | Cable force adjusting method based on sequence quadratic programming method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115935727A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117852150A (en) * | 2024-01-16 | 2024-04-09 | 中交路桥建设有限公司 | Linear measuring method and system for cable-stayed bridge |
-
2022
- 2022-11-15 CN CN202211422552.2A patent/CN115935727A/en active Pending
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117852150A (en) * | 2024-01-16 | 2024-04-09 | 中交路桥建设有限公司 | Linear measuring method and system for cable-stayed bridge |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108460229B (en) | Method for adjusting internal force of continuous bridge deck structure bridge guy cable | |
| CN112989464B (en) | Method for realizing linear adjustment and cable force adjustment of integral bridge deck of suspension bridge | |
| CN112048988B (en) | Method and system for optimizing stay cable of cable-stayed bridge | |
| CN111695188B (en) | Rapid and fine analysis method for dynamic characteristics of ground anchor type suspension bridge | |
| CN105803941B (en) | A kind of double rope simultaneous tension unstress state construction control methods of cable-stayed bridge | |
| CN115935727A (en) | Cable force adjusting method based on sequence quadratic programming method | |
| CN105787183A (en) | Synthesis algorithm for determining reasonable finished-bridge cable force of cable-stayed bridge | |
| CN111581714B (en) | Method for optimizing tensile force of arch bridge suspender for deviation correction in construction process | |
| CN107895083A (en) | A kind of cable-supported bridge based on the long influence matrix of rope adjusts Suo Fangfa | |
| CN113255029B (en) | Method for determining structural deformation and internal force of suspension bridge under action of live load | |
| CN114329697A (en) | Method for determining structural deformation and internal force of suspension bridge under action of transversely distributed live load | |
| Xia et al. | An Armijo-based hybrid step length release first order reliability method based on chaos control for structural reliability analysis | |
| CN117349939A (en) | Steel pipe concrete arch bridge construction cable force determination method based on arch rib linear difference iteration | |
| CN116911121A (en) | Method for automatically calculating initial cable force of special-shaped cable-stayed bridge | |
| CN115233831B (en) | Integral continuous lifting method for multi-point large-span space steel structure with freely controlled deflection | |
| CN207775694U (en) | The cable-stayed bridge of only pillar leaning tower structure | |
| CN114417656B (en) | Intelligent construction cable force optimization algorithm for single-cable-plane cable-stayed bridge of single tower | |
| CN112231805B (en) | Combined beam cable-stayed bridge cable force estimation method based on big data | |
| CN115642613A (en) | Wind power plant robust frequency coordination control method, system and computer storage medium | |
| CN110175389B (en) | Main span and side span constant load configuration method for cable-stayed bridge | |
| CN114319127A (en) | Unloading method for bridge support frame | |
| Xiong et al. | Optimization of cable-stayed force for asymmetric single tower cable-stayed bridge formation based on improved particle swarm algorithm | |
| Barker et al. | Shakedown Tests of One-Third–CALE Composite Bridge | |
| CN111625894B (en) | Optimal displacement cable-stayed bridge suspension splicing construction control method | |
| CN114741648B (en) | Cable force analysis method and device for cable-stayed bridge, electronic equipment and storage medium |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| CB03 | Change of inventor or designer information | ||
| CB03 | Change of inventor or designer information |
Inventor after: Xu Yufeng Inventor after: Chen Zhaoshuan Inventor after: Guo Fentao Inventor after: Zhu Mengyang Inventor after: Kong Qingyan Inventor before: Xu Yufeng Inventor before: Zhu Mengyang Inventor before: Guo Fentao Inventor before: Chen Zhaoshuan Inventor before: Kong Qingyan |