Dynamic Analysis of Overhead Transmission Lines under Turbulent Wind Loading
Affiliation(s)
1 Department of Civil Engineering, Indian Institute of Technology (IIT), Delhi, India. 2 Institut für Stahlbau, Technische Universität Carolo-Wilhelmina, Braunschweig, Germany.
1 Department of Civil Engineering, Indian Institute of Technology (IIT), Delhi, India. 2 Institut für Stahlbau, Technische Universität Carolo-Wilhelmina, Braunschweig, Germany.
ABSTRACT
Transmission tower-line systems are designed using static loads specified in various codes. This paper compares the dynamic response of a test transmission line with the response due to static loads given by Eurocode. Finite element design software SAP2000 was used to model the towers and lines. Non-linear dynamic analysis including the large displacement effects was carried out. Macroscopic aspects of wind coherence along element length and integration time step were investigated. An approach is presented to compare the probabilistic dynamic response due to 7 different stochastically simulated wind fields with the response according to EN-50341. The developed model will be used to study the response recorded on a test line due to the actual wind speed time history recorded. It was found that static load from EN overestimated the strength of conductor cables. The response of coupled system considering towers and cables was found to be different from response of only cables with fixed supports.
Transmission tower-line systems are designed using static loads specified in various codes. This paper compares the dynamic response of a test transmission line with the response due to static loads given by Eurocode. Finite element design software SAP2000 was used to model the towers and lines. Non-linear dynamic analysis including the large displacement effects was carried out. Macroscopic aspects of wind coherence along element length and integration time step were investigated. An approach is presented to compare the probabilistic dynamic response due to 7 different stochastically simulated wind fields with the response according to EN-50341. The developed model will be used to study the response recorded on a test line due to the actual wind speed time history recorded. It was found that static load from EN overestimated the strength of conductor cables. The response of coupled system considering towers and cables was found to be different from response of only cables with fixed supports.
Cite this paper
Dua, A. , Clobes, M. , Höbbel, T. and Matsagar, V. (2015) Dynamic Analysis of Overhead Transmission Lines under Turbulent Wind Loading. Open Journal of Civil Engineering, 5, 359-371. doi: 10.4236/ojce.2015.54036.
Dua, A. , Clobes, M. , Höbbel, T. and Matsagar, V. (2015) Dynamic Analysis of Overhead Transmission Lines under Turbulent Wind Loading. Open Journal of Civil Engineering, 5, 359-371. doi: 10.4236/ojce.2015.54036.
References
[1] European Committee for Standardisation (2010) DIN-EN-50341-3-4-VDE-0210-3, Overhead Electrical Lines Exceeding AC 45 kV. Part I—General Requirements—Common Specifications. European Committee for Standardisation, Germany. [2] Yasui, H., Marukawa, H., Momomura, Y. and Ohkuma, T. (1999) Analytical Study on Wind-Induced Vibration of Power Transmission Towers. Journal of Wind Engineering and Industrial Aerodynamics, 83, 431-441.
http://dx.doi.org/10.1016/S0167-6105(99)00091-4 [3] Battista, R.C., Rodrigues, R.S. and Pfeil, M.S. (2003) Dynamic Behavior and Stability of Transmission Line Towers under Wind Forces. Journal of Wind Engineering and Industrial Aerodynamics, 91, 1051-1067.
http://dx.doi.org/10.1016/S0167-6105(03)00052-7 [4] Rao, N.P., Légeron, F. and Prud’homme, S. (2012) Variation of Damping and Stiffness of Lattice Towers with Load Level. Journal of Constructional Steel Research, 71, 111-118.
http://dx.doi.org/10.1016/j.jcsr.2011.10.018 [5] Robert, V. and Lemelin, D.R. (2002) Flexural Consideration in Steel Transmission Tower Design. In: Electrical Transmission in a New Age, ASCE, Omaha.
http://dx.doi.org/10.1061/40642(253)11 [6] Albermani, F.G.A. and Kitipornchai, S. (2003) Numerical Simulation of Structural Behavior of Transmission Towers. Journal of Thin-Walled Structures, 41, 167-177.
http://dx.doi.org/10.1016/S0263-8231(02)00085-X [7] da Silva, J.G.S., da Vellasco, P.C.G., de Andrade, S.A.L. and de Oliveira, M.I.R. (2005) Structural Assessment of Current Steel Design Models for Transmission and Telecommunication Towers. Journal of Constructional Steel Research, 61, 1108-1134.
http://dx.doi.org/10.1016/j.jcsr.2005.02.009 [8] McClure, G. and Lapointe, M. (2003) Modeling the Structural Dynamic Response of Overhead Transmission Lines. Journal of Computers and Structures, 81, 825-834.
http://dx.doi.org/10.1016/S0045-7949(02)00472-8 [9] McClure, G. and Lee, P.S. (2007) Elastoplastic Large Deformation Analysis of a Lattice Steel Tower Structure and Comparison with Full Scale Tests. Journal of Constructional Steel Research, 63, 709-717.
http://dx.doi.org/10.1016/j.jcsr.2006.06.041 [10] McClure, G., Jiang, W.Q., Wang, W.L. and Geng, J.D. (2011) Accurate Modeling of Joint Effects in Lattice Transmission Towers. Journal of Engineering Structures, 33, 1817-1827.
http://dx.doi.org/10.1016/j.engstruct.2011.02.022 [11] Keyhan, H., McClure, G. and Habashi, W.G. (2013) Dynamic Analysis of an Overhead Transmission Line Subject to Gusty Wind Loading Predicted by Wind-Conductor Interaction. Computers and Structures, 122, 135-144.
http://dx.doi.org/10.1016/j.compstruc.2012.12.022 [12] Yan, B., Lin, X.S., Luo, W., Chen, Z. and Liu, Z.Q. (2010) Numerical Study on Dynamic Swing of Suspension Insulator String in Overhead Transmission Line under Wind Load. IEEE Transactions on Power Delivery, 25, 248-259. [13] Limongelli, M.P., Martinelli, L. and Perotti, F. (2003) A Reduced Model for the Dynamic Analysis of Power Transmission Lines with Truss Supporting Towers. Proceedings of the 5th International Symposium on Cable Dynamics, Santa Margherita, 15-18 September 2003, 125-132. [14] DIN-1055-4:2005-03 (2005) Einwirkungen auf Tragwerke—Teil 4: Windlasten. Beuth Verlag GmbH, Berlin. [15] Shinozuka, M. and Jan, C.M. (1972) Digital Simulation of Random Processes and Its Application. Journal of Sound and Vibration, 25, 111-128. [16] Clobes, M. (2008) Identifikation und Simulation instationärer übertragung der Windturbulenz im Zeitbereich, in Fakultät für Architektur, Bauingenieurwesen und Umweltwissenschaften. Technischen Universität Carolo-Wilhelmina zu Braunschweig, Braunschweig. [17] Denoël, V. (2005) Accounting for Coherence in Wind Forces in Finite Element Models. Département de Mécanique des matériaux et Structures, Université de Liège, Belgique. [18] Cartwright, D.E. and Longuet-Higgins, M.S. (1956) The Statistical Distribution of the Maxima of a Random Function. Proceedings of the Royal Society of London, Series A, 237, 212-232. [19] Davenport, A.G. (1964) Note on the Distribution of the Largest Value of a Random Function with Application to Gust Loading. ICE Proceedings, 28, 187-196.
http://dx.doi.org/10.1680/iicep.1964.10112 [20] Kareem, A. and Kwon, D. (2009) Peak Factor for Non-Gaussian Processes Revisited. Proceedings of the 7th Asia-Pacific Conference on Wind Engineering, Taipei, 8-12 November 2009, 719-722. [21] Huang, M.F., Lou, W.J., Chan, C.M. and Bao, S. (2012) Peak Factors of Non-Gaussian Wind Forces on a Complex-Shaped Tall Building. The Structural Design of Tall and Special Buildings, 22, 1105-1118.
http://dx.doi.org/10.1002/tal.763 [22] Winterstein, S.R. (1988) Nonlinear Vibration Models for Extremes and Fatigue. Journal of Engineering Mechanics, 114, 1772-1790. [23] Huang, M.F., Chan, C.M., Kwok, K.C.S. and Lou, W.J. (2009) A Peak Factor for Predicting Non-Gaussian Peak Resultant Response of Wind-Excited Tall Buildings. Proceedings of the 7th Asia-Pacific Conference on Wind Engineering, Taipei, 8-12 November 2009, 423-426. [24] Huang, M.F., Chan, C.M., Lou, W.J. and Kwok, K.C.S. (2012) Statistical Extremes and Peak Factors in Wind Induced Vibration of Tall Buildings. Journal of Zhejiang University, Science A (Applied Physics and Engineering), 13, 18-32.
[1] European Committee for Standardisation (2010) DIN-EN-50341-3-4-VDE-0210-3, Overhead Electrical Lines Exceeding AC 45 kV. Part I—General Requirements—Common Specifications. European Committee for Standardisation, Germany. [2] Yasui, H., Marukawa, H., Momomura, Y. and Ohkuma, T. (1999) Analytical Study on Wind-Induced Vibration of Power Transmission Towers. Journal of Wind Engineering and Industrial Aerodynamics, 83, 431-441.
http://dx.doi.org/10.1016/S0167-6105(99)00091-4 [3] Battista, R.C., Rodrigues, R.S. and Pfeil, M.S. (2003) Dynamic Behavior and Stability of Transmission Line Towers under Wind Forces. Journal of Wind Engineering and Industrial Aerodynamics, 91, 1051-1067.
http://dx.doi.org/10.1016/S0167-6105(03)00052-7 [4] Rao, N.P., Légeron, F. and Prud’homme, S. (2012) Variation of Damping and Stiffness of Lattice Towers with Load Level. Journal of Constructional Steel Research, 71, 111-118.
http://dx.doi.org/10.1016/j.jcsr.2011.10.018 [5] Robert, V. and Lemelin, D.R. (2002) Flexural Consideration in Steel Transmission Tower Design. In: Electrical Transmission in a New Age, ASCE, Omaha.
http://dx.doi.org/10.1061/40642(253)11 [6] Albermani, F.G.A. and Kitipornchai, S. (2003) Numerical Simulation of Structural Behavior of Transmission Towers. Journal of Thin-Walled Structures, 41, 167-177.
http://dx.doi.org/10.1016/S0263-8231(02)00085-X [7] da Silva, J.G.S., da Vellasco, P.C.G., de Andrade, S.A.L. and de Oliveira, M.I.R. (2005) Structural Assessment of Current Steel Design Models for Transmission and Telecommunication Towers. Journal of Constructional Steel Research, 61, 1108-1134.
http://dx.doi.org/10.1016/j.jcsr.2005.02.009 [8] McClure, G. and Lapointe, M. (2003) Modeling the Structural Dynamic Response of Overhead Transmission Lines. Journal of Computers and Structures, 81, 825-834.
http://dx.doi.org/10.1016/S0045-7949(02)00472-8 [9] McClure, G. and Lee, P.S. (2007) Elastoplastic Large Deformation Analysis of a Lattice Steel Tower Structure and Comparison with Full Scale Tests. Journal of Constructional Steel Research, 63, 709-717.
http://dx.doi.org/10.1016/j.jcsr.2006.06.041 [10] McClure, G., Jiang, W.Q., Wang, W.L. and Geng, J.D. (2011) Accurate Modeling of Joint Effects in Lattice Transmission Towers. Journal of Engineering Structures, 33, 1817-1827.
http://dx.doi.org/10.1016/j.engstruct.2011.02.022 [11] Keyhan, H., McClure, G. and Habashi, W.G. (2013) Dynamic Analysis of an Overhead Transmission Line Subject to Gusty Wind Loading Predicted by Wind-Conductor Interaction. Computers and Structures, 122, 135-144.
http://dx.doi.org/10.1016/j.compstruc.2012.12.022 [12] Yan, B., Lin, X.S., Luo, W., Chen, Z. and Liu, Z.Q. (2010) Numerical Study on Dynamic Swing of Suspension Insulator String in Overhead Transmission Line under Wind Load. IEEE Transactions on Power Delivery, 25, 248-259. [13] Limongelli, M.P., Martinelli, L. and Perotti, F. (2003) A Reduced Model for the Dynamic Analysis of Power Transmission Lines with Truss Supporting Towers. Proceedings of the 5th International Symposium on Cable Dynamics, Santa Margherita, 15-18 September 2003, 125-132. [14] DIN-1055-4:2005-03 (2005) Einwirkungen auf Tragwerke—Teil 4: Windlasten. Beuth Verlag GmbH, Berlin. [15] Shinozuka, M. and Jan, C.M. (1972) Digital Simulation of Random Processes and Its Application. Journal of Sound and Vibration, 25, 111-128. [16] Clobes, M. (2008) Identifikation und Simulation instationärer übertragung der Windturbulenz im Zeitbereich, in Fakultät für Architektur, Bauingenieurwesen und Umweltwissenschaften. Technischen Universität Carolo-Wilhelmina zu Braunschweig, Braunschweig. [17] Denoël, V. (2005) Accounting for Coherence in Wind Forces in Finite Element Models. Département de Mécanique des matériaux et Structures, Université de Liège, Belgique. [18] Cartwright, D.E. and Longuet-Higgins, M.S. (1956) The Statistical Distribution of the Maxima of a Random Function. Proceedings of the Royal Society of London, Series A, 237, 212-232. [19] Davenport, A.G. (1964) Note on the Distribution of the Largest Value of a Random Function with Application to Gust Loading. ICE Proceedings, 28, 187-196.
http://dx.doi.org/10.1680/iicep.1964.10112 [20] Kareem, A. and Kwon, D. (2009) Peak Factor for Non-Gaussian Processes Revisited. Proceedings of the 7th Asia-Pacific Conference on Wind Engineering, Taipei, 8-12 November 2009, 719-722. [21] Huang, M.F., Lou, W.J., Chan, C.M. and Bao, S. (2012) Peak Factors of Non-Gaussian Wind Forces on a Complex-Shaped Tall Building. The Structural Design of Tall and Special Buildings, 22, 1105-1118.
http://dx.doi.org/10.1002/tal.763 [22] Winterstein, S.R. (1988) Nonlinear Vibration Models for Extremes and Fatigue. Journal of Engineering Mechanics, 114, 1772-1790. [23] Huang, M.F., Chan, C.M., Kwok, K.C.S. and Lou, W.J. (2009) A Peak Factor for Predicting Non-Gaussian Peak Resultant Response of Wind-Excited Tall Buildings. Proceedings of the 7th Asia-Pacific Conference on Wind Engineering, Taipei, 8-12 November 2009, 423-426. [24] Huang, M.F., Chan, C.M., Lou, W.J. and Kwok, K.C.S. (2012) Statistical Extremes and Peak Factors in Wind Induced Vibration of Tall Buildings. Journal of Zhejiang University, Science A (Applied Physics and Engineering), 13, 18-32.