International Journal of Steel Structures

, Volume 19, Issue 1, pp 283–292 | Cite as

Catenary Equation-Based Approach for Force Finding of Cable Domes

  • Zhengrong Jiang
  • Xiaowei Liu
  • Kairong ShiEmail author
  • Quanpan Lin
  • Zijian Zhang


Cable forces along the cable length direction vary with deadweight. An invariant that is horizontal component force along the cable length, is introduced to characterize prestress distribution of cable domes. A new approach named catenary equation-based component force balancing method, is proposed for force finding. In the method, the relationship between the form and the horizontal component force of the cable is determined according to catenary equation of the cable. Based on the horizontal component force of one cable, the horizontal component forces of other cables can be solved from the nodal equilibrium relationship. Take the Geiger cable dome as an example, the results of force finding show that the proposed method has clear mechanical concept, high calculation accuracy and simple solving process. Thus, it can provide a new general idea for force finding of cable domes. In addition, the difference of the results of force finding is large between with deadweight considered and with deadweight ignored. Therefore, deadweight should be considered during the prestress design of cable domes.


Cable dome Force finding Catenary equation Nodal equilibrium Cable horizontal component force 



The authors express their gratitude to the Opening Project of State Key Laboratory of Subtropical Building Science, South China University of Technology, China (Grant No. 2012KB31) and the Science and Technology Program of Guangzhou, China (Grant No. 1563000257).


  1. Cai, J. G., Feng, J., & Jiang, C. (2014). Development and analysis of a long-span retractable roof structure. Journal of Constructional Steel Research, 92, 175–182.Google Scholar
  2. Cai, J. G., Liu, Y. Q., Feng, J., et al. (2017). Nonlinear stability analysis of a radially retractable suspen-dome. Advanced Steel Construction, 13(2), 117–131.Google Scholar
  3. Cai, J. G., Zhou, Y., Xu, Y. X., et al. (2013). Non-linear stability analysis of a hybrid barrel vault roof. Steel and Composite Structures, 14(6), 571–586.Google Scholar
  4. Chen, T. C., Wang, W. F., & Su, C. (2007). Quick calculation for determination ofunstressed cable length of inclined stressed cable. High Way, 10, 62–65. (in Chinese).Google Scholar
  5. Chen, L. M., Yuan, X. F., & Dong, S. L. (2006). Selfstress mode analysis and optimal prestress design of cable-strut tension structures. China Civil Engineering Journal, 39(2), 11–15. (in Chinese).Google Scholar
  6. Dong, S. L., & Yuan, X. F. (2003). A quick calculation method for initial prestress distribution of Geiger domes. Spatial Structures, 9(2), 3–8. (in Chinese).Google Scholar
  7. Dong, S. L., & Yuan, X. F. (2004). A simplified calculation method for initial prestress distribution of sunflower-patterned cable domes. Journal of Building Structures, 25(6), 9–14. (in Chinese).MathSciNetGoogle Scholar
  8. Geiger, D. H. (1986). The design and construction of two cable domes for the Korean Olympics. Proceedings of IASS-ASCE International Symposium, 2, 265–272.Google Scholar
  9. Kan, Y., & Ye, J. H. (2006). Force finding of tensegrity cable domes—imbalance force iterative method. Chinese Journal of Applied Mechanics, 23(2), 250–254. (in Chinese).Google Scholar
  10. Levy, M P. (1994). Georgia dome and beyond achieving light weigh-long span structures. In: Proceedings of IASS-ASCE international symposium (pp. 560–562).Google Scholar
  11. Luo, Y. Z., & Dong, S. L. (2000). Calculating of initial prestress for cable-strut tensile structures. Journal of Building Structures, 21(5), 59–64. (in Chinese).Google Scholar
  12. Pellegrino, S. (1993). Strucutural computation with the singular value decomposition of equilibrium matrix. International Journal of Solids and Structures, 30(21), 3025–3035.zbMATHGoogle Scholar
  13. Pellegrino, S., & Calladine, C. R. (1986). Matrix analysis of statically and kinematically indeterminate frameworks. International Journal of Solids and Structures, 22(4), 409–428.Google Scholar
  14. Tang, J. M., Qian, R. J., & Cai, X. (1996). A nonlinear finite element method for analyzing cable domes. Spatial Structures, 2(1), 12–17. (in Chinese).Google Scholar
  15. Terry, W. R. (1994). Georgia dome cable roof construction techniques. In: Proceedings of IASS-ASCE international symposium (pp. 563–572).Google Scholar
  16. Wang, Z. H., Yuan, X. F., & Dong, S. L. (2010). Simple approach for force finding analysis of circular Geiger domes with consideration of self-weight. Journal of Constructional Steel Research, 66(2), 317–322.MathSciNetGoogle Scholar
  17. Yuan, X. F., Chen, L. M., & Dong, S. L. (2007). Prestress design of cable domes with new forms. International Journal of Solids and Structures, 44(9), 2773–2782.zbMATHGoogle Scholar
  18. Yuan, X. F., & Dong, S. L. (2003). Integral feasible prestress of cable domes. Computers & Structures, 81(21), 2111–2119.Google Scholar

Copyright information

© Korean Society of Steel Construction 2018

Authors and Affiliations

  • Zhengrong Jiang
    • 1
    • 2
  • Xiaowei Liu
    • 1
  • Kairong Shi
    • 1
    • 2
    Email author
  • Quanpan Lin
    • 1
  • Zijian Zhang
    • 1
  1. 1.School of Civil Engineering and TransportationSouth China University of TechnologyGuangzhouChina
  2. 2.State Key Laboratory of Subtropical Building ScienceSouth China University of TechnologyGuangzhouChina

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