CN113051799B - Power transmission tower structure initial geometric defect simulation method based on linear buckling analysis - Google Patents
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Abstract
The invention discloses a power transmission tower structure initial geometric defect simulation method based on linear buckling analysis, and belongs to the technical field of power transmission tower structure design. The characteristic mode assembly method of the invention mainly comprises the following steps: and (3) establishing an ideal power transmission tower numerical model which does not contain the initial geometric defects according to a design drawing, applying external load to perform linear buckling analysis, extracting buckling modes which appear at the same position and respectively contain only one half wave, two half waves and three half waves from the buckling modes obtained by the linear buckling analysis, and linearly superposing the extracted buckling modes at the corresponding positions according to the sequence of the buckling modes to form the power transmission tower model with the initial geometric defects. The geometrical defects obtained by the characteristic mode assembly method are distributed uniformly along the tower body, buckling modes with higher half wave numbers are combined, the obtained geometrical defects are more practical than defects in a single buckling mode form, and meanwhile, the construction process of the geometrical defects is simple and has strong operability.
Description
Technical Field
The invention belongs to the technical field of power transmission tower structure design, and particularly relates to a power transmission tower structure initial geometric defect simulation method.
Background
The transmission tower structure is an important lifeline engineering structure and is mainly used for supporting wires and lightning conductors, and the safety of the transmission tower structure directly influences the safe operation of a power grid and the production and life of society. In the processes of iron tower component transportation, tower body assembly construction, overhead line construction and later operation and maintenance, various initial geometric defects, such as node deviation, initial bending and initial eccentricity of components, assembly stress caused by various reasons and the like, are inevitably generated in the power transmission tower structure, and the stability and ultimate bearing capacity of the power transmission tower structure are greatly weakened by the defects and the second-order effects of the defects.
As engineering structures become more complex and diverse, finite element methods have been commonly employed for large structure analysis, whether strength or buckling. In the finite element method, the existing simulation methods of geometric defects are mainly divided into three types: the method comprises the steps of applying the actual measurement defect, the deterministic defect simulation method and the random defect simulation method. The deterministic defect simulation method completely determines the distribution form and the amplitude of the geometric defects by artificial assumption, and the representative method comprises a consistent defect mode method and a characteristic defect mode method, which are widely used and are incorporated into structural design specifications of a plurality of countries due to simple implementation, and are described in JGJ 7-2010, space grid structure technical specification [ S ]. Beijing: china building industry Press, 2010 and EN 1993-1-6-2009,Eurocode 3:Design of Steel Structures-Part 1-6:Strength and Stability of Shell Structures.Brussels:European Committee for Standardization,2010. The consistent defect mode method adopts the lowest-order buckling mode of the structure to simulate the geometric defect, but the lowest-order buckling mode is not necessarily the most unfavorable defect distribution, and the higher-order buckling mode can be more unfavorable, see Zhang Ailin, zhang Xiaofeng, ge Guqi and the like for details, the influence study [ J ]. Spatial structure, 2006 (04): 8-12 of initial defects in the overall stability analysis of the string net shell structure of the 2008 Olympic badminton stadium; studies have shown that this method fails to accurately predict failure modes of a power transmission tower structure when used in the power transmission tower structure, see FUX, WANG J, LI H N, et al full-scale test and its numerical simulation of a transmission tower under extreme wind loads [ J ]. Journal of Wind Engineering and Industrial Aerodynamics,2019,190:119-133 for details. The characteristic defect mode method considers the previous buckling modes as geometrical defect distribution modes singly or mutually combined, and has the problems that the mode combination rule, the mode participation coefficient and the mode cut-off order are difficult to determine, and the characteristic defect mode method is described in BULENDA T, KNIPERS J.stability of grid shells [ J ]. Computers and Structures,2001,79 (12): 1161-74, and when the characteristic defect mode method is used for a power transmission tower structure, a large number of buckling modes are only overlapped at the same position to cause serious underestimation on the performances such as bearing capacity. The two deterministic defect simulation methods are mainly researched by shell structures such as a net shell, a column shell and the like, and have a plurality of limitations when used for a power transmission tower structure.
Aiming at the defects of the two deterministic defect simulation methods, the invention provides a deterministic geometric defect simulation method suitable for a power transmission tower structure, namely a characteristic mode assembly method, which is characterized in that buckling modes of one half wave, two half waves and three half waves corresponding to each weak part which is predicted by linear buckling analysis are linearly overlapped according to the appearance sequence of the buckling modes in the height range of the tower body, and a reasonable geometric defect mode is provided for design, bearing capacity evaluation, failure mode prediction and the like of the power transmission tower structure.
Disclosure of Invention
The invention provides a deterministic geometrical defect simulation method, namely a characteristic mode assembly method, for a power transmission tower structure, and provides a reasonable geometrical defect mode for design and safety evaluation of the power transmission tower structure.
The technical scheme of the invention is as follows:
a method for simulating the initial geometric defects of a power transmission tower structure based on linear buckling analysis comprises the following specific steps:
(1) Establishing an ideal power transmission tower numerical model which does not contain initial geometric defects according to a design drawing, wherein the modeling only needs to consider the linear behavior of the structure, and each power transmission tower rod piece is divided into at least six units;
(2) Applying external load to be considered, and performing linear buckling analysis on an ideal power transmission tower numerical model;
(3) Extracting buckling modes which are at the same position and respectively comprise only one half wave, two half waves and three half waves from the linear buckling analysis result;
(4) Designating the concave-convex direction of the buckling mode at one reference position as positive, wherein the participation coefficient of the buckling mode at the position is 1.0, and the participation coefficients of the buckling modes at other positions take the designated concave-convex direction as a basis to take a value of 1.0 or-1.0;
(5) After determining the magnitude of the geometric defect, calculating the defect displacement u of each position by the formula (1) imp ：
Wherein the method comprises the steps of：φ j A j-th order buckling mode of the structure extracted in the step (3); d, d j The displacement normalization processing is used for normalizing the displacement of the j-th order buckling mode for the maximum mode displacement corresponding to the order buckling mode; c j The participation coefficient of the corresponding buckling mode in the step (4) is valued as-1.0 or 1.0; alpha is the total amplitude of the initial geometric defect of the rod piece, and the value refers to the relevant specification or design requirement; a is that max For normalizing the maximum amplitude value after superposition of buckling modes, only taking one half-wave buckling mode as a geometric defect into consideration, taking the value as 1.0, taking the value as 1.7601 when one half-wave buckling mode and two half-wave buckling modes are linearly superposed, and taking the value as 2.4992 when one half-wave buckling mode, two half-wave buckling modes and three half-wave buckling modes are linearly superposed;
(6) The extracted buckling modes are linearly overlapped according to the appearance sequence of the buckling modes to form a power transmission tower model with initial geometric defects, and the defect amplitude of each buckling mode is as follows
The invention has the beneficial effects that:
(1) The characteristic mode assembly method combines buckling modes with higher half wave numbers, and the obtained geometric defects are more practical than those of the single buckling mode;
(2) The defect modes obtained by the characteristic mode assembly method are distributed uniformly along the tower body, and the defect modes obtained by the consistent defect mode method and the characteristic defect mode method are easy to concentrate at the same position;
(3) The buckling mode adopted by the characteristic mode assembly method is obtained by a well-known linear buckling analysis technology in the field, and the construction process of the geometric defect is simple and has strong operability.
Drawings
FIG. 1 is a flow chart of an implementation of the present invention;
fig.2 is a schematic diagram of the influence of cell grid density on buckling mode of a power transmission tower in an embodiment of the present invention: (a) 4 units, (b) 5 units, (c) 6 units, (d) 7 units, (e) 8 units, (f) 9 units, (g) 10 units, (h) 12 units;
FIG. 3 is a graph of a buckling mode profile of a power transmission tower extracted in an embodiment of the invention;
fig. 4 is a schematic diagram of geometrical defects of each position obtained by the characteristic mode assembly method in the embodiment of the present invention, in which A, B, C, D, E, F, G, H, I and J respectively represent positions of buckling modes extracted from the first 100-order buckling modes of the power transmission tower in the embodiment of the present invention: (a) A, C, E and I positions, (B) B and D positions, (c) F and J positions, and (D) H and G positions.
Detailed Description
In order to make the objects, features and advantages of the present invention more comprehensible, the technical solutions in the embodiments of the present invention are described in detail below with reference to the accompanying drawings, and it is apparent that the embodiments described below are only some embodiments of the present invention, but not all embodiments of the present invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
Referring to fig. 1 to 4, an embodiment of the present invention provides a deterministic geometrical defect simulation method for a power transmission tower structure.
Embodiment case data sources: see FU X, WANG J, LI H N, et al full-scale test and its numerical simulation of a transmission tower under extreme wind loads [ J ]. Journal of Wind Engineering and Industrial Aerodynamics,2019,190:119-133 for details.
In the embodiment of the invention, the establishment of the numerical model of the power transmission tower and the linear buckling analysis can be realized by adopting self-programming or related commercial software, and the application of the characteristic mode assembly method in the power transmission tower structure is realized by taking widely used finite element analysis software ANSYS as an example, and the method and the technical scheme of the invention are specifically described as follows in combination with the flow shown in FIG. 1:
(1) The power transmission tower is a self-supporting iron tower with the total height of 46.05m, and is made of equal angle steel Q235, Q345 and Q420, and the structural information of the iron tower is shown in detail as 'FIG.2' in 'FUX, WANG J, LI H N, et al full-scale test and its numerical simulation of a transmission tower under extreme wind loads [ J ]. Journal of Wind Engineering and Industrial Aerodynamics,2019, 190:119-133'. And (3) establishing an iron tower finite element model by utilizing ANSYS software, simulating a transmission tower rod by using a BEAM188 unit, simplifying the connection between components by using a rigid joint, and adopting an ideal elastoplastic model by using a steel structure.
Since the characteristic mode assembly method needs to consider buckling modes of three half-wave number shapes, the buckling modes of the shapes can be generated theoretically only when the rod piece is divided into four or more. Fig.2 shows the effect of different cell grid densities on the shape of three half-wave number buckling modes, which tend to stabilize when the number of cells exceeds 6, and which are smoother as the number of cells increases. In this embodiment each bar is divided into 10 units. The numerical model of the power transmission tower established according to the design drawing is an ideal model which does not contain initial geometric defects.
(2) The horizontal wind load and vertical gravitational load imposed by this example are detailed in "FIG.6-Case8" of FUX, WANG J, LI H N, et al full-scale test and its numerical simulation of a transmission tower under extreme wind loads [ J ]. Journal of Wind Engineering and Industrial Aerodynamics,2019,190:119-133 ". The solving type of the ANSYS software linear buckling analysis is "antype", and each stage buckling mode can be extracted after load solving is completed.
(3) In the first 100-order buckling modes of the power transmission tower of the embodiment, buckling modes which are extracted at the same position and respectively comprise only one half wave, two half waves and three half waves are shown in fig. 3. In fig. 3, the A, B, C, D, E, F, I and J positions can be overlapped with the corresponding three types of buckling modes, and the G and H positions only have one half-wave buckling mode in the first 100-order buckling modes, so that other buckling modes do not need to be overlapped.
(4) Designating the concave-convex directions of three types of buckling modes at the A position in fig. 3 as positive, and respectively setting the participation coefficients of the three types of buckling modes at the A, C, E position and the I position as 1.0, 1.0 and 1.0; the participation coefficients of the three buckling modes at the B and D positions are-1.0, 1.0 and-1.0 respectively; the participation coefficients of the three buckling modes at the F position and the J position are respectively-1.0, -1.0 and-1.0; the participation coefficients of the G and H position buckling modes were 1.0 and 1.0, respectively.
(5) Extracting the displacement amplitude d of the buckling mode according to the linear buckling analysis result j Alpha is steel structure design standard GB50017-2017, table 5.2.2, representing value L/400, A of a comprehensive defect of a type component max 2.4992 at A, B, C, D, E, F, I and J and 1.0 at G and H, the defect displacement u at each position imp Calculated from formula (1):
A. the geometry defects at B, C, D, E, F, G, H, I and J positions obtained by the characteristic mode assembly method when alpha takes L/400 are shown in FIG. 4.
(6) And superposing the buckling modes on the corresponding positions according to the sequence of the buckling modes, so as to form the power transmission tower model with the initial geometric defects. In ANSYS finite element analysis software, an up command is adopted to update the extracted buckling modes to an ideal power transmission tower model to form geometric defects, and the defect amplitude of each buckling mode is
Care should be taken in using the present invention: firstly, the number of the power transmission tower rod piece dividing units is at least 6; secondly, the defect amplitude in the characteristic mode assembly method can take the comprehensive defect representative value to comprehensively consider the influence of various defect factors; thirdly, the linear buckling analysis technology is a well-known technical means in the field, and both the establishment of a numerical model of the power transmission tower and the linear buckling analysis can adopt self-programming or related commercial software.
The above embodiments are only for illustrating the technical solution of the present invention, and are not limiting; although the invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical scheme described in the foregoing embodiments can be modified or some technical features thereof can be replaced by equivalents; such modifications and substitutions do not depart from the spirit and scope of the technical solutions of the embodiments of the present invention.
Claims (1)
1. A transmission tower structure initial geometric defect simulation method based on linear buckling analysis, namely a characteristic mode assembly method, is characterized by comprising the following steps:
(1) Establishing an ideal power transmission tower numerical model which does not contain initial geometric defects according to a design drawing, wherein the modeling only needs to consider the linear behavior of the structure, and each power transmission tower rod piece is divided into at least six units;
(2) Applying external load to be considered, and performing linear buckling analysis on an ideal power transmission tower numerical model;
(3) Extracting buckling modes which are at the same position and respectively comprise only one half wave, two half waves and three half waves from the linear buckling analysis result;
(4) Designating the concave-convex direction of the buckling mode at one reference position as positive, wherein the participation coefficient of the buckling mode at the position is 1.0, and the participation coefficients of the buckling modes at other positions take the designated concave-convex direction as a basis to take a value of 1.0 or-1.0;
(5) After determining the magnitude of the geometric defect, calculating the defect displacement u of each position by the formula (1) imp ：
Wherein: phi (phi) j A j-th order buckling mode of the structure extracted in the step (3); d, d j The displacement normalization processing is used for normalizing the displacement of the j-th order buckling mode for the maximum mode displacement corresponding to the order buckling mode; c j The participation coefficient of the corresponding buckling mode in the step (4) is valued as-1.0 or 1.0; alpha is the total amplitude of the initial geometric defect of the rod piece, and the value refers to the relevant specification or design requirement; a is that max For normalizing the maximum amplitude value after superposition of buckling modes, only one half-wave buckling mode is considered to be taken as a geometric defect, the value is 1.0, and one half-wave buckling mode and two half-wave buckling modes are considered to be linearly superposedThe value is 1.7601 when adding, and 2.4992 when linear superposition of one, two and three half-wave buckling modes is considered;
(6) The extracted buckling modes are linearly overlapped according to the appearance sequence of the buckling modes to form a power transmission tower model with initial geometric defects, and the defect amplitude of each buckling mode is as follows
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| KR20110113344A (en) * | 2010-04-09 | 2011-10-17 | 삼성중공업 주식회사 | Evaluation system for post-buckling strength and behaviour of the curved plate and method thereof |
| CN111125945A (en) * | 2019-11-28 | 2020-05-08 | 广东电网有限责任公司 | Method and device for evaluating ultimate wind resistance capability of power transmission line |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| KR20110113344A (en) * | 2010-04-09 | 2011-10-17 | 삼성중공업 주식회사 | Evaluation system for post-buckling strength and behaviour of the curved plate and method thereof |
| CN111125945A (en) * | 2019-11-28 | 2020-05-08 | 广东电网有限责任公司 | Method and device for evaluating ultimate wind resistance capability of power transmission line |
Non-Patent Citations (3)
| Title |
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| Fragility analysis of a transmission tower under combined wind and rain loads;Xing Fu等;Journal of Wind Engineering & Industrial Aerodynamics;第104098页 * |
| Geometric imperfections and ultimate capacity analysis of a steel lattice transmission tower;Jia Wang等;Journal of Constructional Steel Research;第106734页 * |
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