Skip to main content

Structural Health Monitoring-Oriented Finite-Element Model for a Large Transmission Tower


To obtain accurate finite-element (FE) models for structural health monitoring (SHM), effective modeling techniques are essential. This paper presents the process for establishing a 131-m large transmission tower’s SHM-oriented FE model. Incorporated procedures are appropriate modeling, manual tuning, model updating, and model validation. Through these works, a detailed realistic model that can reproduce all the experimental dynamic characteristics is obtained, and important conclusions about establishing SHM-oriented FE models for large steel pylon structures can be drawn accordingly: (1) it is necessary to model all the bar members using beam or truss elements of equivalent cross sections for local structural behavior exploration; (2) some components (e.g., ladders, steel plates, and rivets) are no influence on the structural overall stiffness, but their contributions to mass cannot be ignored in modeling; (3) the response surface (RS)-based FE model updating method is effective for complicated pylon models; (4) manual tunings are needed to ensure the quality of model updating.

This is a preview of subscription content, access via your institution.

Fig. 1
Fig. 2
Fig. 3
Fig. 4
Fig. 5
Fig. 6
Fig. 7
Fig. 8
Fig. 9
Fig. 10


  1. 1.

    Fei Q, Zhou H, Han X, Wang J (2012) Structural health monitoring oriented stability and dynamic analysis of a long-span transmission tower-line system. Eng Fail Anal 20:80–87

    Article  Google Scholar 

  2. 2.

    Saberi MR, Rahai AR, Sanayei M (2016) Steel bridge service life prediction using bootstrap method. Int J Civ Eng. doi:10.1007/s40999-016-0036-z

    Google Scholar 

  3. 3.

    Fei QG, Xu YL, Ng CL, Wong KY, Chan WY, Man KL (2007) Structural health monitoring oriented finite element model of Tsing Ma Bridge tower. Int J Struct Stab and Dyn 7(4):647–668

    Article  Google Scholar 

  4. 4.

    Bayraktar A, Sevim B, Altunisik AC, Turker T (2010) Earthquake analysis of reinforced concrete minarets using ambient vibration test results. Struct Design Tall Special Build 19:257–273

    Google Scholar 

  5. 5.

    Fei QG, Zhang LM, Guo QT (2005) Dynamic finite element model updating based on global information of structures. Chin J Mechanical Eng 18(2):294–296

    Article  Google Scholar 

  6. 6.

    Deng L, Cai CS (2010) Bridge model updating using response surface method and genetic algorithm. J Bridge Eng 15(5):553–564

    Article  Google Scholar 

  7. 7.

    Ren WX, Chen HB (2010) Finite element model updating in structural dynamics by using the response surface method. Eng Struct 32(8):2455–2465

    Article  Google Scholar 

  8. 8.

    Ren WX, Fang SE, Deng MY (2011) Response surface based finite element model updating using structural static responses. J Eng Mech 137(4):248–257

    Article  Google Scholar 

  9. 9.

    Zhou LR, Yan GR, Ou JP (2013) Response surface method based on radial basis functions for modeling large-scale structures in model updating. Comput Aided Civil Infrastruct Eng 28:210–226

    Article  Google Scholar 

  10. 10.

    Nanjing Anzheng Software Co., Ltd. (2005). Vibration and dynamic signal acquisition and analysis system (V 7.0) (in Chinese)

  11. 11.

    Bayraktar A, Altunişik AC, Türker T (2016) Structural Condition Assessment of Birecik Highway Bridge Using Operational Modal Analysis. Int J Civ Eng 14(1):35–46

    Article  Google Scholar 

  12. 12.

    Yang J, Han J, Li M, Li F, Yang F (2010) Selection of calculation model for steel tubular tower of UHV power transmission line. Power Syst Technol 34(1):1–5 (in Chinese)

    Google Scholar 

  13. 13.

    Wang H, Yang Y, Li A, Qiao J, Chen Z (2005) Influences of soil-pile-structure interaction on seismic response of long span CFST arch bridge. J Southeast Univ (Natural Sci Edition) 35(3):433–437 (in Chinese)

    Google Scholar 

  14. 14.

    Ma H, Zhang D (2016) Seismic response of a prestressed concrete wind turbine tower. Int J Civ Eng. doi:10.1007/s40999-016-0029-y

    Google Scholar 

  15. 15.

    Mashhadiali N, Gholhaki M, Kheyroddin A (2016) Analytical Evaluation of the Vulnerability of Framed Tall Buildings with Steel Plate Shear Wall to Progressive Collapse. Int J Civ Eng. doi:10.1007/s40999-016-0044-z

    Google Scholar 

  16. 16.

    Hao WH (2005) Applications of ANSYS in Civil Engineering. China water and power press, Beijing (in Chinese)

    Google Scholar 

  17. 17.

    Li H-N, Shi W-L, Wang G-X, Jia L-G (2005) Simplified models and experimental verification for coupled transmission tower-line system to seismic excitations. J Sound Vib 286(3):569–585

    Article  Google Scholar 

  18. 18.

    Chen B, Zheng J, Qu W (2009) Control of wind-induced response of transmission tower-line system by using magnetorheological dampers. Int J Struct Stab Dyn 9(4):661–685

    MathSciNet  MATH  Article  Google Scholar 

Download references

Author information



Corresponding author

Correspondence to Jun Dong.

Rights and permissions

Reprints and Permissions

About this article

Verify currency and authenticity via CrossMark

Cite this article

Cheng, X., Dong, J., Han, X. et al. Structural Health Monitoring-Oriented Finite-Element Model for a Large Transmission Tower. Int J Civ Eng 16, 79–92 (2018).

Download citation


  • Transmission tower
  • Finite-element model
  • Model updating
  • Response surface method
  • Manual tuning