CN109145455A - A kind of monitoring point choosing method for power transmission tower mechanical property testing - Google Patents
A kind of monitoring point choosing method for power transmission tower mechanical property testing Download PDFInfo
- Publication number
- CN109145455A CN109145455A CN201810974165.7A CN201810974165A CN109145455A CN 109145455 A CN109145455 A CN 109145455A CN 201810974165 A CN201810974165 A CN 201810974165A CN 109145455 A CN109145455 A CN 109145455A
- Authority
- CN
- China
- Prior art keywords
- transmission tower
- power transmission
- monitoring point
- component
- point
- 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
- 238000012544 monitoring process Methods 0.000 title claims abstract description 83
- 230000005540 biological transmission Effects 0.000 title claims abstract description 64
- 238000000034 method Methods 0.000 title claims abstract description 43
- 238000012360 testing method Methods 0.000 title claims abstract description 19
- 230000003068 static effect Effects 0.000 claims abstract description 22
- 238000013461 design Methods 0.000 claims abstract description 12
- 238000004458 analytical method Methods 0.000 claims abstract description 11
- 230000002068 genetic effect Effects 0.000 claims abstract description 11
- 238000005452 bending Methods 0.000 claims description 20
- 229910000831 Steel Inorganic materials 0.000 claims description 17
- 239000010959 steel Substances 0.000 claims description 17
- 238000004364 calculation method Methods 0.000 claims description 15
- 230000009467 reduction Effects 0.000 claims description 12
- 230000008569 process Effects 0.000 claims description 9
- 230000000694 effects Effects 0.000 claims description 7
- 239000000463 material Substances 0.000 claims description 7
- 238000006073 displacement reaction Methods 0.000 claims description 2
- 230000006835 compression Effects 0.000 claims 1
- 238000007906 compression Methods 0.000 claims 1
- ONUFESLQCSAYKA-UHFFFAOYSA-N iprodione Chemical group O=C1N(C(=O)NC(C)C)CC(=O)N1C1=CC(Cl)=CC(Cl)=C1 ONUFESLQCSAYKA-UHFFFAOYSA-N 0.000 claims 1
- 238000012986 modification Methods 0.000 claims 1
- 230000004048 modification Effects 0.000 claims 1
- 210000003414 extremity Anatomy 0.000 description 7
- 238000005457 optimization Methods 0.000 description 5
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 4
- 238000005259 measurement Methods 0.000 description 4
- 230000007246 mechanism Effects 0.000 description 4
- 239000000203 mixture Substances 0.000 description 4
- 230000002411 adverse Effects 0.000 description 2
- 230000005611 electricity Effects 0.000 description 2
- 210000002683 foot Anatomy 0.000 description 2
- 230000036541 health Effects 0.000 description 2
- 230000002452 interceptive effect Effects 0.000 description 2
- 229910052742 iron Inorganic materials 0.000 description 2
- 238000012804 iterative process Methods 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000000712 assembly Effects 0.000 description 1
- 238000000429 assembly Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000013016 damping Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 235000013399 edible fruits Nutrition 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000005284 excitation Effects 0.000 description 1
- 239000000835 fiber Substances 0.000 description 1
- 239000011888 foil Substances 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 230000035945 sensitivity Effects 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
- 238000013519 translation Methods 0.000 description 1
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06N—COMPUTING ARRANGEMENTS BASED ON SPECIFIC COMPUTATIONAL MODELS
- G06N3/00—Computing arrangements based on biological models
- G06N3/12—Computing arrangements based on biological models using genetic models
- G06N3/126—Evolutionary algorithms, e.g. genetic algorithms or genetic programming
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06Q—INFORMATION AND COMMUNICATION TECHNOLOGY [ICT] SPECIALLY ADAPTED FOR ADMINISTRATIVE, COMMERCIAL, FINANCIAL, MANAGERIAL OR SUPERVISORY PURPOSES; SYSTEMS OR METHODS SPECIALLY ADAPTED FOR ADMINISTRATIVE, COMMERCIAL, FINANCIAL, MANAGERIAL OR SUPERVISORY PURPOSES, NOT OTHERWISE PROVIDED FOR
- G06Q50/00—Information and communication technology [ICT] specially adapted for implementation of business processes of specific business sectors, e.g. utilities or tourism
- G06Q50/06—Energy or water supply
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/06—Power analysis or power optimisation
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Health & Medical Sciences (AREA)
- Theoretical Computer Science (AREA)
- Business, Economics & Management (AREA)
- General Physics & Mathematics (AREA)
- Life Sciences & Earth Sciences (AREA)
- Biophysics (AREA)
- Bioinformatics & Computational Biology (AREA)
- General Health & Medical Sciences (AREA)
- Economics (AREA)
- Evolutionary Biology (AREA)
- Bioinformatics & Cheminformatics (AREA)
- General Engineering & Computer Science (AREA)
- Evolutionary Computation (AREA)
- Genetics & Genomics (AREA)
- Physiology (AREA)
- Computing Systems (AREA)
- Data Mining & Analysis (AREA)
- Computational Linguistics (AREA)
- Mathematical Physics (AREA)
- Software Systems (AREA)
- Biomedical Technology (AREA)
- Computer Hardware Design (AREA)
- Geometry (AREA)
- Artificial Intelligence (AREA)
- Molecular Biology (AREA)
- Public Health (AREA)
- Water Supply & Treatment (AREA)
- Human Resources & Organizations (AREA)
- Marketing (AREA)
- Primary Health Care (AREA)
- Strategic Management (AREA)
- Tourism & Hospitality (AREA)
- General Business, Economics & Management (AREA)
- Testing Of Devices, Machine Parts, Or Other Structures Thereof (AREA)
Abstract
The present invention provides a kind of monitoring point choosing method for power transmission tower mechanical property testing, and the method includes: S1: according to Transmission Tower design drawing, establishing power transmission tower three-dimensional finite element model;S2: being based on power transmission tower three-dimensional finite element model, calculates statics parameter, generates statics monitoring point;S3: power transmission tower three-dimensional finite element model, computational dynamics parameter, generation theorem monitoring point are based on;S4: seeking optimal solution based on genetic algorithm, and suitable vibration monitoring point and strain monitoring point are chosen from statics monitoring point and dynamics monitoring point.The present invention is based on the stress point analysis of power transmission tower, and carry out the mechanical analysis of stress point, filter out a certain number of monitoring points, under the premise of ensuring monitoring result accuracy, realize the appropriate selection of monitoring point quantity and position.
Description
Technical field
The invention belongs to power transmission towers to monitor field, and in particular to a kind of monitoring for power transmission tower mechanical property testing clicks
Take method.
Background technique
The basic function of iron tower structure monitoring is realized by sensing system, and theoretically, structure monitoring makes
Sensor is more, and the description of architectural characteristic is more accurate.But the quantity of sensor is always limited, reasonable Arrangement sensor
It is the premise for guaranteeing structure monitoring quality, the matter laid especially for labyrinth as large span power transmission tower, sensor
Measure it is particularly important, under the premise of clear monitoring project, in order in the real time environment monitoring signals of Noise utilize institute
The limited sensor laid, obtains monitoring information as much as possible, and has measured value to Transmission Tower variation sensitivity
Good robustness realizes the optimal acquisition for changing information to configuration state, needs according to Transmission Tower feature and measurement item
Part optimizes sensor laying.
Currently, the experience and standard laid there are no sensor can be used for reference in iron tower structure health monitoring.About biography
The research and application of theoretical question are laid in the optimization of sensor, and what application was more at present is that the sensor arrangement based on random vibration is excellent
Change theory, validity is initially set up on the basis of Modal Test quality, and the type of sensor, position and quantity are to mode
Test result plays a decisive role, and seriously affects monitoring result.
Summary of the invention
To solve the above-mentioned problems, the invention proposes a kind of monitoring point selection sides for power transmission tower mechanical property testing
Method, the stress point analysis based on power transmission tower, and the mechanical analysis of stress point is carried out, a certain number of monitoring points are filtered out, true
Under the premise of protecting monitoring result accuracy, the appropriate selection of monitoring point quantity and position is realized.
The technical scheme is that realize in the following manner:
A kind of monitoring point choosing method for power transmission tower mechanical property testing, the method include:
S1: according to Transmission Tower design drawing, power transmission tower three-dimensional finite element model is established;
S2: being based on power transmission tower three-dimensional finite element model, calculates statics parameter, generates statics monitoring point;
S3: power transmission tower three-dimensional finite element model, computational dynamics parameter, generation theorem monitoring point are based on;
S4: seeking optimal solution based on genetic algorithm, and suitable vibration is chosen from statics monitoring point and dynamics monitoring point
Dynamic monitoring point and strain monitoring point.
Further, the specific implementation of step S1 are as follows:
S11: it inputs power transmission tower rod piece coordinate with ANSYS finite element software according to Transmission Tower drawing, length, cut
Face, density, Poisson's ratio, elasticity modulus establish power transmission tower three-dimensional finite element model;
S12: according to the design requirement or actual measured value of power transmission tower stress, the boundary condition of finite element model is determined.
Further, the specific implementation process of step S2 are as follows:
S21: the intensity of stretch bending component, the local stability of bending component and stiffness of structural member are calculated separately;
S22: the calculated result in judgment step S21, if more than the 60% of design value, if so, being selected as static(al) school superintendent
Measuring point.
Further, in step S21, the calculation formula of stretch bending component intensity are as follows:
In formula, N is axle power;M is uniaxial force component strength reduction coefficient, to single limb angle cleat component m=0.85;An
For component net section product;M is moment-curvature relationship;mMFor flexural member strength of stability reduction coefficient, to single limb angle cleat component mM
=1.0;WnFor component net section resistance moment;f1For the strength failure criterion of stretch bending component material.
Further, in step S21, the calculation formula of bending component local stability are as follows:
Wherein, N is axle power;φ is that members shaft presses the coefficient of stability, and diagonal steel member is pressed minimum principal axis of inertia and determined;mNFor pressure
Bar strength of stability reduction coefficient, to equilateral double angle component mN=1.0;A is component gross cross-sectional product;M is moment-curvature relationship;mMFor
Flexural member strength of stability reduction coefficient, to single limb angle cleat component mM=1.0;W is component gross cross-sectional resistance moment.
Further, in step S21, calculating for stiffness of structural member is guaranteed using the method for limiting member slenderness ratio
The rigidity of component, max calculation slenderness ratio λ are not more than maximum slenderness-ratio allowable [λ], it may be assumed that λ≤[λ], wherein slenderness ratio λ is pressed
Formula calculates: λ=l0/ r≤[λ], r is the component radius of gyration, l in formula0For computational length, slenderness ratio allowable presses code requirement value.
Further, the specific implementation process of step S3 are as follows: firstly, the conducting wire hitch point in steel tower cross-arm adds centainly
Conducting wire participates in quality;Then the dynamic characteristics for calculating steel tower, calculated result is compared with measured result, according to the difference of the two
Different situation is again adjusted the participation quality of conducting wire, until the global error of calculating and practical frequency that former ranks are vibrated is most
It is small;Finally, carrying out model analysis to modified final threedimensional model, calculating 30 rank modal parameters before structure, if transmission of electricity
There is local mode in tower first order mode, then the position is dynamics monitoring point.
Further, the specific implementation process of step S4 are as follows:
S41: according to 30 rank mode before steel tower, the fitness f based on modal strain energy is calculateda, utilize measuring point group
Fitness faBy successive ignition, until the fitness average value of measuring point group no longer improves, remaining measuring point is then vibration prison
Measuring point;
S42: according to 30 rank mode before steel tower, the fitness f based on bending deformation energy is calculatedb, utilize measuring point group
Fitness fbBy successive ignition, until the fitness average value of measuring point group no longer reduces, remaining measuring point is then strain prison
Measuring point.
Further, the fitness f based on modal strain energyaFor
In formula, φ is the vibration shape, is obtained by finite element dynamics calculation;M is measuring point, including statics monitoring point and dynamics
Monitoring point;krsFor the stiffness effect coefficient between r point and s point;The r of respectively i-th, the j vibration shape, s component;r,s
∈ m indicates that r, s are limited to whole measuring points.
Further, the fitness f based on bending deformation energybFor
In formula, EI is the elasticity modulus and cross sectional moment of inertia of beam;(camber mode is by position for the r component of jth camber mode
The secondary middle difference coefficient of shifting formwork state acquires);Θ is the set of all non-measuring points, and r ∈ Θ indicates that r is limited to all non-measuring points.
The beneficial effects of the present invention are:
The application has fully considered the actual force structure of power transmission tower, and the distribution and actual loading size in conjunction with stress point are
Threedimensional model establishes standard, and the measurement result of calculated result and actual loading is closest, improves the accurate of monitoring point selection.
The selection of stress point had both considered power transmission tower at every moment existing statics parameter, to the power of each possible point
It learns parameter accurately to be calculated, realize compared with design value, to stress be more than the point key monitoring of design value 60%, and include
It is likely to occur, it is also possible to which the kinetic parameter not occurred utilizes local mode to find dynamic monitoring point, it is ensured that monitoring point
Covering comprehensively promotes the accuracy of monitoring and comprehensive, can find the structure problem of power transmission tower in time.
Analysis is optimized to the static monitoring techniques point and Dynamic Monitoring Points after accurate calculate using the characteristic of genetic algorithm,
On the one hand the monitoring point finally selected is enabled to maximize the entire monitoring effect of reflection.On the other hand, it is also possible that monitoring point
Quantity effectively deleted, realize monitoring point quality and quantity organic combination, improve the accuracy of reconnaissance, greatly reduce
The quantity of monitoring point arrangement.
Detailed description of the invention
Fig. 1 is flow chart of the method for the present invention;
Fig. 2 is transmission of electricity tap transducer initial placement scheme;
Fig. 3 is the final layout drawing of sensor.
Specific embodiment
Below in conjunction with the attached drawing specific embodiment that the present invention will be described in detail, following disclosure provides specific embodiment
For realizing the device of the invention and method, those skilled in the art is made to be more clearly understood that how to realize the present invention.In order to
Simplify disclosure of the invention, hereinafter the component of specific examples and setting are described.In addition, the present invention can be in different examples
Repeat reference numerals or letter in son.This repetition is for purposes of simplicity and clarity, itself not indicate discussed various
Relationship between embodiment or setting.It should be noted that illustrated component is not drawn necessarily to scale in the accompanying drawings.The present invention saves
The description to known assemblies and treatment technology and process has been omited to avoid the present invention is unnecessarily limiting.It will be appreciated that though this
Invention describes its preferred embodiment, however these are elaborations to embodiment, rather than limits the present invention
Range.
As shown in Figure 1, the present invention provides a kind of monitoring point choosing method for power transmission tower mechanical property testing, it is described
Method the following steps are included:
S1: according to Transmission Tower design drawing, power transmission tower three-dimensional finite element model is established.
The specific implementation of step S1 are as follows:
Firstly, according to Transmission Tower drawing, with ANSYS finite element software, input power transmission tower rod piece coordinate, length,
Section, density, Poisson's ratio, elasticity modulus establish power transmission tower three-dimensional finite element model.
Secondly, determining the boundary condition of finite element model, i.e., according to the design requirement or actual measured value of power transmission tower stress
Grounded-line load is applied to hanging point position, the freedom degree of four column foots is all constrained, for calculating the deformation of structure and each
The interior force component of unit.
S2: being based on power transmission tower three-dimensional finite element model, calculates statics parameter, generates statics monitoring point.
The principle of step S2 are as follows: calculate separately the intensity of stretch bending component, the local stability of bending component and stiffness of structural member;
Calculated result is analyzed, if more than the 60% of design value, if so, being selected as statics monitoring point.
The calculation formula of stretch bending component intensity are as follows:
In formula, N is axle power;M is uniaxial force component strength reduction coefficient, to single limb angle cleat component m=0.85;An
For component net section product;M is moment-curvature relationship;mMFor flexural member strength of stability reduction coefficient, to single limb angle cleat component mM
=1.0;WnFor component net section resistance moment;f1For the strength failure criterion of stretch bending component material.
Transmission Tower is after by load action, there are about the collective effect that the rod piece of half bears axial compressive force and moment of flexure, this
A little rod pieces a possibility that there may be unstabilitys.Product of the forfeiture of power transmission tower overall stability just because of each rod piece local buckling
It is tired, it is changed into structure caused by mechanism.
The calculation formula of bending component local stability are as follows:
Wherein, N is axle power;φ is that members shaft presses the coefficient of stability, and diagonal steel member is pressed minimum principal axis of inertia and determined;mNFor pressure
Bar strength of stability reduction coefficient, to equilateral double angle component mN=1.0;A is component gross cross-sectional product;M is moment-curvature relationship;mMFor
Flexural member strength of stability reduction coefficient, to single limb angle cleat component mM=1.0;W is component gross cross-sectional resistance moment.
Calculating for stiffness of structural member guarantees the rigidity of component, max calculation using the method for limiting member slenderness ratio
Slenderness ratio λ is not more than maximum slenderness-ratio allowable [λ], it may be assumed that λ≤[λ], wherein slenderness ratio λ is calculated as follows: λ=l0/ r≤[λ],
R is the component radius of gyration, l in formula0For computational length, slenderness ratio allowable presses code requirement value.
S3: power transmission tower three-dimensional finite element model, computational dynamics parameter, generation theorem monitoring point are based on.Its principle are as follows:
According to power transmission tower three-dimensional finite element model, with ANSYS software, carry out dynamics calculation, output modalities parameter (intrinsic frequency,
The vibration shape and damping).
The specific implementation process of step S3 are as follows: firstly, the conducting wire hitch point in steel tower cross-arm adds certain conducting wire participation
Quality;Then the dynamic characteristics for calculating steel tower, calculated result is compared with measured result, again according to the difference condition of the two
The participation quality of conducting wire is adjusted, until the calculating of former ranks vibration and the global error of practical frequency are minimum;Finally, right
Modified final threedimensional model carries out model analysis, 30 rank modal parameters before structure is calculated, if power transmission tower first order mode
There is local mode, then the position is dynamics monitoring point.
Wherein, low order (preceding 10 rank) vibration shape of normal configuration is the high-order based on whole translation, rotation (after 10 ranks)
The vibration shape may excitation structure weak part local vibration, that is, there is local mode.
By the above analytical calculation, power transmission tower sensor arrangement measuring point number m, measuring point number m include static(al) Hygienic monitoring on hands of childhood at determination
Point and dynamics monitoring point.
For vibrating and straining the arrangement of measuring point, on the basis of m measuring point, laying theory analysis is optimized.By
Globally optimal solution is easily reached in genetic algorithm, the optimal measuring point of the sensor suitable for large and complex structure lays problem.Therefore, right
The arrangement of measuring point is vibrated and strained in power transmission tower health monitoring systems, laying is optimized using the method based on genetic algorithm
Theory analysis.
S4: seeking optimal solution based on genetic algorithm, and suitable vibration is chosen from statics monitoring point and dynamics monitoring point
Dynamic monitoring point and strain monitoring point.
In the theory analysis that application genetic algorithm carries out vibrating sensor preferred arrangement, according to 30 rank mould before steel tower
State carries out the optimization of vibration measuring point using the fitness based on modal strain energy.Fitness definition based on modal strain energy
Are as follows:
In formula, φ is the vibration shape, is obtained by the above finite element dynamics calculation;M is measuring point, that is, passes through the above power transmission tower static(al)
It learns, the Sensor quantity that dynamics calculation obtains.Then krsFor the stiffness effect coefficient between r point and s point;Point
Not Wei i-th, the j vibration shape r, s component;R, s ∈ m indicate that r, s are limited to whole measuring points.
Fitness faIt is the bigger the better.Exist between m measuring point and influences each other and interactive relation, the genetic algorithm are exactly to utilize
The fitness f of measuring point groupaBy successive ignition (heredity), make the fitness f of measuring point groupaAverage value be continuously improved, simultaneously
Give up to fitness faThe measuring point that has an adverse effect of value increase, until the fitness average value of measuring point group no longer mentions
Height, then iterative process terminates, and remaining measuring point is then preferred measuring point.
The optimization of strain monitoring section is carried out also according to 30 rank mode before steel tower to the strain monitoring of steel tower.But it answers
Become measuring point optimization using the fitness for being different from vibration measuring point.Since the strain of the outermost fibers of beam is proportional to the song of beam, column
Rate, therefore find the optimal of strain transducer with camber mode and layout, using the fitness based on bending deformation energy, i.e.,
In formula, E, I are the elasticity modulus and cross sectional moment of inertia of beam;Jth camber mode r component (camber mode by
The secondary middle difference coefficient of displacement modes acquires);Θ is the set of all non-measuring points, and r ∈ Θ indicates that r is limited to all non-measuring points.
Fitness fbIt is smaller more excellent.Exist between m measuring point and influences each other and interactive relation, the genetic algorithm are exactly to utilize
The fitness f of measuring point groupaBy successive ignition (heredity), make the fitness f of measuring point groupbAverage value constantly reduce, simultaneously
Give up to fitness fbValue reduce the measuring point that has an adverse effect, until the fitness average value of measuring point group no longer drops
Low, then iterative process terminates, and remaining measuring point is then preferred measuring point.
By optimization algorithm above, m measuring point is further simplified as practical measuring point quantity n.
As Fig. 2 illustrates that process is chosen in entire monitoring point so that JT41 does font single loop angle tower as an example.
The tower exhales 30 meters high, total 45 meters high, horizontal span 400m.The main limb of the tower by different size the angle Q420 and Q345
Steel is formed by connecting, and oblique material is formed by the Q235 Bolted angle connection of different size.Wire type is LGJ-400/35, ground wire model
GJ-50.According to operating condition and structure, position is paid close attention to for emphasis at four column foots, tower head grounded-line suspension etc., by finite element
Statics, the preliminary arrangement of dynamics calculation sensor are as shown in Fig. 2, totally 44 measuring points.
By the genetic algorithm and correlation experience of optimizing the locations of the measuring points, sensor arrangement final scheme such as Fig. 3 institute is determined
Show, is left 1,2,6,11,12,16,20,21,22,26,30,31,32,36,41,42,43,44 totally 18 Sensors, often
A measuring point places vibrating sensor and strain transducer.
Vibrating sensor uses China Seismological Bureau Engineering Mechanical Institute 941B type vibration pickup, it belongs to, and moving-coil is reciprocating to be picked up
Shake device, is mainly used for the fluctuation measurement of ground and works, the ultralow frequency of tall and slender structure significantly measures and weak vibration measurement.
Strain transducer be by standard foil gauge composition bridge circuit be solidificated in elastic ring, by magnetic force suction base can be convenient it is fixed
To any position of structure for needing to measure dynamic stress.
In addition, application range of the invention is not limited to the technique, mechanism, system of specific embodiment described in specification
It makes, material composition, means, method and step.From the disclosure, will be easy as those skilled in the art
Ground understands, for current technique that is existing or will developing later, mechanism, manufacture, material composition, means, method or
Step, the knot that the function or acquisition that wherein they are executed is substantially the same with the corresponding embodiment that the present invention describes are substantially the same
Fruit can apply them according to the present invention.Therefore, appended claims of the present invention are intended to these techniques, mechanism, system
It makes, material composition, means, method or step are included in its protection scope.
Claims (10)
1. a kind of monitoring point choosing method for power transmission tower mechanical property testing, which is characterized in that the method includes:
S1: according to Transmission Tower design drawing, power transmission tower three-dimensional finite element model is established;
S2: being based on power transmission tower three-dimensional finite element model, calculates statics parameter, generates statics monitoring point;
S3: power transmission tower three-dimensional finite element model, computational dynamics parameter, generation theorem monitoring point are based on;
S4: seeking optimal solution based on genetic algorithm, and suitable vibration prison is chosen from statics monitoring point and dynamics monitoring point
Measuring point and strain monitoring point.
2. a kind of monitoring point choosing method for power transmission tower mechanical property testing according to claim 1, feature exist
In the specific implementation of step S1 are as follows:
S11: according to Transmission Tower drawing, with ANSYS finite element software, input power transmission tower rod piece coordinate, length, section,
Density, Poisson's ratio, elasticity modulus establish power transmission tower three-dimensional finite element model;
S12: according to the design requirement or actual measured value of power transmission tower stress, the boundary condition of finite element model is determined.
3. a kind of monitoring point choosing method for power transmission tower mechanical property testing according to claim 1, feature exist
In the specific implementation process of step S2 are as follows:
S21: the intensity of stretch bending component, the local stability of bending component and stiffness of structural member are calculated separately;
S22: the calculated result in judgment step S21, if more than the 60% of design value, if so, being selected as statics monitoring point.
4. a kind of monitoring point choosing method for power transmission tower mechanical property testing according to claim 3, feature exist
In, in step S21, the calculation formula of stretch bending component intensity are as follows:
In formula, N is axle power;M is uniaxial force component strength reduction coefficient, to single limb angle cleat component m=0.85;AnFor structure
Part net section product;M is moment-curvature relationship;mMFor flexural member strength of stability reduction coefficient, to single limb angle cleat component mM=
1.0;WnFor component net section resistance moment;f1For the strength failure criterion of stretch bending component material.
5. a kind of monitoring point choosing method for power transmission tower mechanical property testing according to claim 3, feature exist
In, in step S21, the calculation formula of bending component local stability are as follows:
Wherein, N is axle power;φ is that members shaft presses the coefficient of stability, and diagonal steel member is pressed minimum principal axis of inertia and determined;mNIt is steady for compression bar
Strength reduction factor is determined, to equilateral double angle component mN=1.0;A is component gross cross-sectional product;M is moment-curvature relationship;mMFor by curved
Component stability strength reduction factor, to single limb angle cleat component mM=1.0;W is component gross cross-sectional resistance moment.
6. a kind of monitoring point choosing method for power transmission tower mechanical property testing according to claim 3, feature exist
In in step S21, calculating for stiffness of structural member guarantees the rigidity of component using the method for limiting member slenderness ratio, maximum
It calculates slenderness ratio λ and is not more than maximum slenderness-ratio allowable [λ], it may be assumed that λ≤[λ], wherein slenderness ratio λ is calculated as follows: λ=l0/r≤
[λ], r is the component radius of gyration, l in formula0For computational length, slenderness ratio allowable presses code requirement value.
7. a kind of monitoring point choosing method for power transmission tower mechanical property testing according to claim 1, feature exist
In the specific implementation process of step S3 are as follows: firstly, the conducting wire hitch point in steel tower cross-arm adds certain conducting wire participation quality;
Then the dynamic characteristics for calculating steel tower, calculated result is compared with measured result, according to the difference condition of the two again to leading
The participation quality of line is adjusted, until the calculating of former ranks vibration and the global error of practical frequency are minimum;Finally, to modification
Final threedimensional model afterwards carries out model analysis, calculates 30 rank modal parameters before structure, if power transmission tower first order mode occurs
Local mode, then the position is dynamics monitoring point.
8. a kind of monitoring point choosing method for power transmission tower mechanical property testing according to claim 1, feature exist
In the specific implementation process of step S4 are as follows:
S41: according to 30 rank mode before steel tower, the fitness f based on modal strain energy is calculateda, utilize the fitness of measuring point group
faBy successive ignition, until the fitness average value of measuring point group no longer improves, remaining measuring point is then vibration monitoring point;
S42: according to 30 rank mode before steel tower, the fitness f based on bending deformation energy is calculatedb, utilize the fitness of measuring point group
fbBy successive ignition, until the fitness average value of measuring point group no longer reduces, remaining measuring point is then strain monitoring point.
9. a kind of monitoring point choosing method for power transmission tower mechanical property testing according to claim 8, feature exist
In the fitness f based on modal strain energyaFor
In formula, φ is the vibration shape, is obtained by finite element dynamics calculation;M is measuring point, including statics monitoring point and power Hygienic monitoring on hands of childhood
Point;krsFor the stiffness effect coefficient between r point and s point;The r of respectively i-th, the j vibration shape, s component;R, s ∈ m table
Show that r, s are limited to whole measuring points.
10. a kind of monitoring point choosing method for power transmission tower mechanical property testing according to claim 8, feature exist
In the fitness f based on bending deformation energybFor
In formula, EI is the elasticity modulus and cross sectional moment of inertia of beam;(camber mode is by displacement mould for the r component of jth camber mode
The secondary middle difference coefficient of state acquires);Θ is the set of all non-measuring points, and r ∈ Θ indicates that r is limited to all non-measuring points.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
CN201810974165.7A CN109145455A (en) | 2018-08-24 | 2018-08-24 | A kind of monitoring point choosing method for power transmission tower mechanical property testing |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
CN201810974165.7A CN109145455A (en) | 2018-08-24 | 2018-08-24 | A kind of monitoring point choosing method for power transmission tower mechanical property testing |
Publications (1)
Publication Number | Publication Date |
---|---|
CN109145455A true CN109145455A (en) | 2019-01-04 |
Family
ID=64827901
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
CN201810974165.7A Pending CN109145455A (en) | 2018-08-24 | 2018-08-24 | A kind of monitoring point choosing method for power transmission tower mechanical property testing |
Country Status (1)
Country | Link |
---|---|
CN (1) | CN109145455A (en) |
Cited By (7)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN110160492A (en) * | 2019-05-10 | 2019-08-23 | 柳成荫 | A kind of the inclination monitoring method and device of power transmission tower |
CN110286037A (en) * | 2019-07-23 | 2019-09-27 | 上海隧道工程有限公司 | The method of test loading force is accurately calculated in a kind of tunnel duct piece domain structural test |
CN110334459A (en) * | 2019-07-11 | 2019-10-15 | 广东电网有限责任公司 | A kind of power transmission tower tower wire body system quickly refines modeling and method |
CN112013908A (en) * | 2020-09-22 | 2020-12-01 | 国家电网有限公司 | Method for monitoring state of key stress point of overhead transmission line |
CN112632833A (en) * | 2020-12-29 | 2021-04-09 | 国网河北省电力有限公司保定供电分公司 | Method and device for optimizing arrangement of tilt angle sensors of power transmission tower |
CN113565701A (en) * | 2021-08-24 | 2021-10-29 | 大唐广元风电开发有限公司 | Wind power tower cylinder vibration monitoring system and monitoring method thereof |
CN117786914A (en) * | 2024-02-27 | 2024-03-29 | 中国电力工程顾问集团西南电力设计院有限公司 | Component hole reduction stress evaluation method for realizing digital intelligent power grid and cooperative operation system |
Citations (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN104063564A (en) * | 2014-07-17 | 2014-09-24 | 云南电网公司技术分公司 | Method for selecting mounting points of transmission iron tower stress sensors based on finite element analysis |
CN105468876A (en) * | 2015-12-28 | 2016-04-06 | 国网山东省电力公司经济技术研究院 | Real-time online evaluation method and system for safety state of power transmission tower |
-
2018
- 2018-08-24 CN CN201810974165.7A patent/CN109145455A/en active Pending
Patent Citations (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN104063564A (en) * | 2014-07-17 | 2014-09-24 | 云南电网公司技术分公司 | Method for selecting mounting points of transmission iron tower stress sensors based on finite element analysis |
CN105468876A (en) * | 2015-12-28 | 2016-04-06 | 国网山东省电力公司经济技术研究院 | Real-time online evaluation method and system for safety state of power transmission tower |
Non-Patent Citations (4)
Title |
---|
刘春城等: "特高压直流输电塔多尺度模拟与节点分析", 《科学技术与工程》 * |
王逸龙等: "基于优化设计的印制板组件精细化动力学建模方法", 《动力学与控制学报》 * |
蒋红云等: "Q690高强度圆钢管压弯性能的有限元分析", 《苏州科技学院学报(工程技术版)》 * |
郑荣跃等: "斜拉桥监测***传感器位置的寻优", 《国防科技大学学报》 * |
Cited By (10)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN110160492A (en) * | 2019-05-10 | 2019-08-23 | 柳成荫 | A kind of the inclination monitoring method and device of power transmission tower |
CN110160492B (en) * | 2019-05-10 | 2021-09-21 | 柳成荫 | Method and device for monitoring inclination of power transmission tower |
CN110334459A (en) * | 2019-07-11 | 2019-10-15 | 广东电网有限责任公司 | A kind of power transmission tower tower wire body system quickly refines modeling and method |
CN110286037A (en) * | 2019-07-23 | 2019-09-27 | 上海隧道工程有限公司 | The method of test loading force is accurately calculated in a kind of tunnel duct piece domain structural test |
CN110286037B (en) * | 2019-07-23 | 2021-10-12 | 上海隧道工程有限公司 | Method for accurately calculating test loading force in tunnel tube sheet whole-ring structure test |
CN112013908A (en) * | 2020-09-22 | 2020-12-01 | 国家电网有限公司 | Method for monitoring state of key stress point of overhead transmission line |
CN112632833A (en) * | 2020-12-29 | 2021-04-09 | 国网河北省电力有限公司保定供电分公司 | Method and device for optimizing arrangement of tilt angle sensors of power transmission tower |
CN113565701A (en) * | 2021-08-24 | 2021-10-29 | 大唐广元风电开发有限公司 | Wind power tower cylinder vibration monitoring system and monitoring method thereof |
CN117786914A (en) * | 2024-02-27 | 2024-03-29 | 中国电力工程顾问集团西南电力设计院有限公司 | Component hole reduction stress evaluation method for realizing digital intelligent power grid and cooperative operation system |
CN117786914B (en) * | 2024-02-27 | 2024-05-03 | 中国电力工程顾问集团西南电力设计院有限公司 | Component hole reduction stress evaluation method for realizing digital intelligent power grid and cooperative operation system |
Similar Documents
Publication | Publication Date | Title |
---|---|---|
CN109145455A (en) | A kind of monitoring point choosing method for power transmission tower mechanical property testing | |
CN101532931B (en) | Experimental method of simulating dynamic and static load and device thereof | |
CN105241630A (en) | Pulse type rod strain balance applied to shock tunnel dynamometric test | |
CN201392292Y (en) | Tester simulating dynamic load and static load | |
CN106289947B (en) | Method for identifying structural damage of light high-strength beam | |
Yang et al. | A damage identification approach for plate structures based on frequency measurements | |
CN103049608B (en) | Based on load identification system and the method for binding side strain extreme coordinates | |
CN101900620A (en) | Method for identifying variable boundary cable force of medium or long cable | |
CN104536941A (en) | Frequency domain load identification method based on Tikhonov regularization | |
CN108280294A (en) | A kind of cable arch structure damage combined recognising method based on modal parameter | |
Zhou et al. | Application of digital image correlation to measurement of packaging material mechanical properties | |
CN105784250A (en) | Three-dimensional dynamic grinding force detection apparatus and decoupling algorithm thereof | |
CN110426343A (en) | A kind of material damping coefficients measurement method and device based on shake table | |
CN108915797A (en) | A kind of load of Marine Steam Turbine damping vane exciting force and measuring device | |
CN101701882B (en) | Rapid identification method for tower structure rigidity | |
CN108910084A (en) | A kind of dynamic load measuring device | |
CN103743506B (en) | A kind of load-measuring device and measuring method thereof | |
CN207976355U (en) | A kind of simply supported beam bending stiffness measuring system based on resonance | |
CN114111541B (en) | Bridge dynamic deflection test system and method based on stress rigidization effect | |
Zhou‐lian et al. | A new method—ejection method for nondestructive online monitoring of the pretension of building membrane structure | |
Zhang et al. | Analysis of the influence of accelerometer quality and installation position on the test value of wood material constant | |
Fan et al. | Analysis and evaluation of the stochastic damage for recycled aggregate concrete frames under seismic action | |
Sun et al. | Measuring methods of cable tension in cable-stayed bridges | |
CN110631813A (en) | Load calibration method in undercarriage dynamic load test | |
Li et al. | Vibration Response of Combine Harvester Chassis Undergoing Multisource Excitation Force Distribution |
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 | ||
RJ01 | Rejection of invention patent application after publication |
Application publication date: 20190104 |
|
RJ01 | Rejection of invention patent application after publication |