CN111507027B - Method for judging integral power failure time of steel truss tower structure - Google Patents
Method for judging integral power failure time of steel truss tower structure Download PDFInfo
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Abstract
The invention discloses a method for judging the integral power failure moment of a steel truss tower structure based on finite element software, which comprises the following steps: s1, constructing a finite element model; s2, carrying out power time course analysis to obtain an energy curve; s3, dividing the ordinate E of the characteristic energy Eeig curveGiThe ordinate of the curve relating to the input energy Eint is ETiIf E isGi＜ETiIs changed into EGi＞ETiThen the corresponding time point TiThe instability moment of the finite element model of the steel truss tower structure is taken as the moment; s4, extracting a displacement time course curve of the tower top of the steel truss tower structure, taking the moment when the displacement of the tower top reaches 1/50 of the tower height as a moment A, and taking the moment when the displacement of the tower top reaches 1/10 of the tower height as a moment B; s5, setting the time point TiComparing with the time A from big to small in sequence, and if T is detectediNot less than B or TiLess than or equal to A, and corresponding time point TiAbandon, steel truss tower structure whole power unstability moment { TiOf the elements, the largest element TmaxNamely the failure time of the whole steel truss tower. The method has the advantages of simple operation, stable and reliable result and high accuracy.
Description
Technical Field
The invention belongs to the technical field of steel structure dynamic stability analysis, and particularly relates to a method for judging the integral dynamic failure time of a steel truss tower structure based on finite element software.
Background
The steel truss tower structure, especially the high-flexibility structure of the power transmission tower which is widely distributed, is a main problem of power grid safety when the steel truss tower structure normally works due to the characteristics of small damping, sensitivity to wind and the like. The analysis of the failure mechanism of the power transmission tower system under the action of various powers is beneficial to reducing the loss of disasters in the design link, and the primary problem of researching the power failure mechanism of the power transmission tower is to accurately determine the failure moment of the power transmission tower under the action of the power.
The existing method for judging power failure based on finite element software comprises the following steps:
1. pseudo-static stiffness criteria: the method is found in Lezhong ' recognition and judgment criterion of nonlinear dynamic stability of a rod system steel structure ' and ' application of a motion stability theory of Shenyan ' in structural dynamic analysis ';
2. Budiansky-Roth criterion: the method is applied to wind-induced dynamic stability of a large-span spatial structure according to 'B-R' criterion of Huangyouzhu;
3. energy criterion of any load excitation under a non-conservative system: the method is shown in 'a new criterion for judging the stability of structural dynamics' of Lijie.
The precondition of the former two methods is that the motor system is a conservative system, and the rationality of the popularization to a non-conservative system is not proved. And the third method is realized only by programming of an author, has low operability and cannot be widely popularized. The three methods are structural stability judging methods, and the instability of the steel truss tower is only a necessary condition for failure, namely the failure of the steel truss tower is caused by dynamic instability which does not necessarily lead to failure absolutely.
Disclosure of Invention
Based on the prior art, the invention provides a method for judging the integral power failure time of the steel truss tower structure based on finite element software, and the method is simple to operate, stable and reliable in result and high in accuracy.
The technical scheme adopted for realizing the above purpose of the invention is as follows:
a method for judging the integral power failure time of a steel truss tower structure based on finite element software comprises the following steps:
s1, constructing a finite element model of the steel truss tower structure according to the steel truss tower structure;
s2, applying time-course load action to corresponding positions of the finite element model of the steel truss tower structure, and performing power time-course analysis to obtain energy curves, wherein the energy curves are ALLWK curves, ALLKE curves, ALLVD curves and ALLIE curves, and the coordinate of any point on the ALLWK curve is (T)i、EWi) The coordinate of any point on the ALLKE curve is (T)i、EKi) The coordinate of any point on the ALLVD curve is (T)i、EVi) The coordinate of any point on the ALLIE curve is (T)i、EIi)；
S3, processing the obtained energy curve to obtain a characteristic energy Eeig curve and an input energy Eint curve, wherein the coordinate of any point of the characteristic energy Eeig curve is (T)i、EGi) Then, then
EGi＝|EKi-EIi|；
The coordinate of any point of the input energy Eint curve is (t)i、ETi) Then, then
ETi＝EWi-EKi-EVi；
If at a certain time TiThe relation between the characteristic energy Eeig and the input energy Eint of the system is represented by EGi＜ETiIs changed into EGi＞ETiThen the corresponding time point TiThe instability moment of the finite element model of the steel truss tower structure is taken as the moment;
s4, representing the tower top of the steel truss tower structure by the highest point of the finite element model of the steel truss tower structure, extracting a displacement time curve of the tower top in a horizontal plane, taking the moment when the displacement of the tower top reaches 1/50 of the tower height as a moment A, and taking the moment when the displacement of the tower top reaches 1/10 of the tower height as a moment B;
s5, setting the time point TiComparing with the time A and the time B from big to small in sequence, and if T isiNot less than B or TiIf not more than A, the corresponding time point T is determinediTruncating, each remaining T in the time interval (A, B)iNamely the moment of power instability of the whole steel truss tower structure, if the T meeting the condition does not existiThe whole steel truss tower structure keeps stable power, and the moment of instability of the whole power of the steel truss tower structure is { T }iOf the elements, the largest element TmaxNamely the failure time of the whole steel truss tower.
Further, the load is wind or earthquake.
Compared with the prior art, the invention has the beneficial effects and advantages that:
1. the structure wind and earthquake action is essentially the absorption and dissipation process of the structure under the non-conservative system to energy, and the dynamic stability judgment method based on the non-conservative system is more accurate in dynamic stability judgment compared with a pseudo-static judgment method based on the conservative system.
2. The method based on the energy curve avoids the complex operation of extracting the stiffness matrix and judging the positive and negative qualitative properties of the stiffness matrix in a pseudo-static method, so that the operation is simpler, more convenient and faster.
3. The method directly extracts energy data from ABAQUS post-processing, thereby avoiding complex processes such as secondary software development and the like and differences caused by different developers with different definitions of energy indexes in the processes.
Drawings
Fig. 1 is a schematic diagram of the load equivalent point of action of the body of a transmission tower.
Fig. 2 is a schematic view of the load equivalent point of action of the transmission line.
Fig. 3 is a graph of energy curves.
FIG. 4 is a characteristic energy EeigCurve and input energy EintComparative graph of curves.
Fig. 5 is a displacement time course curve of the top of the transmission tower.
Detailed Description
The present invention will be described in detail with reference to specific examples.
Example 1
In this embodiment, the steel truss tower structure is a power transmission tower, and the method for determining the time of the power failure of the whole power transmission tower is as follows:
1. establishing a finite element model of the transmission tower and the transmission line according to the actual structure of the transmission tower by using ABAQUS software, as shown in figures 1 and 2;
2. determining the load action sites of the power transmission tower and the power transmission line:
dividing the loaded area of the power transmission tower body into different areas by using ABAQUS software, wherein the centroid position of each part is the equivalent action point of earthquake or wind load of the power transmission tower body, such as 2A, 2B, 3A … … 17A and 17B in figure 1;
the load bearing area of the transmission line is divided into different areas by ABAQUS software, and the centroid position of each part is the equivalent action point of the earthquake or wind load of the transmission line, such as 18A ', 18B', 19A '… … 21A', 18B 'in figure 2 (A and A' are different points at the same height on the same wire)
3. ABAQUS was used for power time course analysis:
3.1, setting of the tower body of the power transmission tower:
the steel types adopted by the power transmission tower mainly comprise three types of Q235, Q345 and Q420, the elastic modulus of the steel is respectively set to be 200Gpa, 206Gpa and 210Gpa, the Poisson ratio is 0.3, and the nonlinear description of the steel material adopts a mode of combining a linear motion strengthening model with Mises yield surfaces;
the damping of the power transmission tower is expressed by Rayleigh damping, and alpha is set to be 0.1; beta is 0.021;
the angle steel member of the tower body of the power transmission tower adopts a B31OS beam unit calculation mode and power implicit analysis;
3.2, setting of transmission line:
each transmission conductor is divided into six sections, rigid truss units T3D2 are adopted for serial hinged simulation, the weight is 6000(kg/km), the outer diameter is 30mm, and the coordinates of the end points of the conductors are shown in the following table 1:
table 1 power transmission line articulated truss endpoint coordinates
3.3, setting of power load:
in the load setting mode, a time course function of force is applied to a load point, the force at each moment is known, and the step length is 0.02 s;
3.4, starting to analyze the power time course after the setting is completed;
4. after the power time course analysis is completed, energy curves such as an ALLWK curve, an ALLKE curve, an ALLPD curve, an ALLVD curve and an ALLIE curve are obtained, wherein the ALLWK, the ALLKE, the ALLPD, the ALLVD and the ALLIE respectively correspond to work, kinetic energy, plastic energy consumption, viscous dissipation energy and internal energy which are applied by external force, and are specifically shown in FIG. 3;
the coordinate of any point on the ALLWK curve is (T)i、EWi) The coordinate of any point on the ALLKE curve is (T)i、 EKi) The coordinate of any point on the ALLVD curve is (T)i、EVi) The coordinate of any point on the ALLIE curve is (T)i、 EIi)；
5. Processing the obtained energy curve to obtain characteristic energy EeigCurve and input energy EintCurve, characteristic energy EeigThe coordinate of any point of the curve is (T)i、EGi) Then, then
EGi＝|EKi-EIi|；
The coordinate of any point of the input energy Eint curve is (t)i、ETi) Then, then
ETi＝EWi-EKi-EVi；
The characteristic energy E obtained by the calculationeigCurve and input energy EintThe curve is shown in FIG. 4, corresponding to EGi＞ ETiTime of start of time segment of (1) time of (T)iFor the instability time of the finite element model of the transmission tower, as can be seen from fig. 4, the power instability time points of the transmission tower are respectively T1、T2、T3、T4Wherein T is1＝17s，T2＝57s，T3＝84s，T4＝104s。
6. The vertex of the finite element model of the transmission tower represents the top of the transmission tower, and according to the result of power time-course analysis of ABAQUS software, a displacement time-course curve of the top of the transmission tower is extracted, as shown in FIG. 5, the moment when the displacement of the top of the tower reaches 1/50 of the height of the tower is taken as the moment A, and the moment when the displacement of the top of the tower reaches 1/10 of the height of the tower is taken as the moment B, (the instability time points are all located before the moment B, and the moment is excluded if the moment is greater than the moment B), and as can be seen from FIG. 4, the moment A is 44s, and the moment B is 179 s.
7. Will T1、T2、T3、T4T in the interval (A, B) by comparison with the interval (A, B)2、 T3、T4Moment of power instability of the transmission tower as a whole, wherein T4104s is the moment of the overall power failure of the transmission tower.
Claims (2)
1. A method for judging the integral power failure time of a steel truss tower structure based on finite element software is characterized by comprising the following steps:
s1, constructing a finite element model of the steel truss tower structure according to the steel truss tower structure;
s2, applying time-course load action to corresponding positions of the finite element model of the steel truss tower structure, and performing power time-course analysis to obtain energy curves, wherein the energy curves are ALLWK curves, ALLKE curves, ALLVD curves and ALLIE curves, and the coordinate of any point on the ALLWK curve is (T)i、EWi) The coordinate of any point on the ALLKE curve is (T)i、EKi) The coordinate of any point on the ALLVD curve is (T)i、EVi) The coordinate of any point on the ALLIE curve is (T)i、EIi)；
S3, processing the obtained energy curve to obtain a characteristic energy Eeig curve and an input energy Eint curve, wherein the coordinate of any point of the characteristic energy Eeig curve is (T)i、EGi) Then, then
EGi＝|EKi-EIi|；
The coordinate of any point of the input energy Eint curve is (t)i、ETi) Then, then
ETi＝EWi-EKi-EVi；
If at a certain time TiThe relation between the characteristic energy Eeig and the input energy Eint of the system is represented by EGi＜ETiIs changed into EGi＞ETiThen the corresponding time point TiThe instability moment of the finite element model of the steel truss tower structure is taken as the moment;
s4, representing the tower top of the steel truss tower structure by the highest point of the finite element model of the steel truss tower structure, extracting a displacement time curve of the tower top of the steel truss tower structure in a horizontal plane, and taking the moment when the displacement of the tower top reaches 1/50 of the tower height as a moment A and the moment when the displacement of the tower top reaches 1/10 of the tower height as a moment B;
s5, setting the time point TiComparing with the time A and the time B from big to small in sequence, and if T isiNot less than B or TiIf not more than A, the corresponding time point T is determinediRounded off, each of the rest lying in a time interval (A, B)) T ofiNamely the moment of power instability of the whole steel truss tower structure, if the T meeting the condition does not existiThe whole steel truss tower structure keeps stable power, and the moment of instability of the whole power of the steel truss tower structure is { T }iOf the elements, the largest element TmaxNamely the failure time of the whole steel truss tower.
2. The method for judging the integral power failure time of the steel truss tower structure based on the finite element software according to claim 1, wherein the method comprises the following steps: the load is wind or earthquake.
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102930086A (en) * | 2012-10-18 | 2013-02-13 | 东南大学 | Fractured steel frame progressive collapse analysis method based on column removing method |
| CN105986628A (en) * | 2015-02-11 | 2016-10-05 | 清华大学 | Buckling prevention supporting boom truss |
| CN109446617A (en) * | 2018-10-17 | 2019-03-08 | 江苏开放大学（江苏城市职业学院） | Rc beam bridge earthquake collapse determination method based on energy balance |
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Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102930086A (en) * | 2012-10-18 | 2013-02-13 | 东南大学 | Fractured steel frame progressive collapse analysis method based on column removing method |
| CN105986628A (en) * | 2015-02-11 | 2016-10-05 | 清华大学 | Buckling prevention supporting boom truss |
| CN109446617A (en) * | 2018-10-17 | 2019-03-08 | 江苏开放大学（江苏城市职业学院） | Rc beam bridge earthquake collapse determination method based on energy balance |
Non-Patent Citations (2)
| Title |
|---|
| 土－输电塔相互作用体系下的多维地震分析;邓晨等;《武汉理工大学学报》;20180731;第40卷(第7期);全文 * |
| 钢桁架中节点板失效模式研究——第二部分：有限元模拟;胡维东;《城市建设理论研究》;20131009;全文 * |
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