PSI - Issue 70

Jaiyash Jaiswal et al. / Procedia Structural Integrity 70 (2025) 596–603

603

It is least for highest value of cable area. Tower base moment and Maximum bending of girder shown in Fig.10. & Fig.11. for different value of cable area. It is observed that tower base moment and girder bending moment significantly (5-11%) & (2-13%) respectively influenced by value of cable cross-sectional area. The variation of maximum shear force at tower base is shown in Fig.12. for different value of cable area. it is found that tower base shear is considerably (3-12%) affected by the value of cable area. It is least for highest value cable area. Fig.13. shows variation of tower top deflection for different values of cable area. It is found that tower top deflection is significantly (3-11%) influenced by the value of cable cross-section area. It is least for highest value of cable area. It is observed that maximum cable force is significantly (2-8%) impacted and compressive force in girder considerably (5-21%) influenced by cable cross-sectional area. It is highest for highest value of cable area as shown in Fig.14. & Fig.15. 5. Conclusions Based upon the present work the following are concluded: • The increase in cable stiffness leads to reduction in girder deflection, girder bending moment, tower base moment, tower shear force and tower deflection. However, cable forces and compressive forces in the girder at first three cable attachment points increases because a stiffer cable system more effectively resist deformation and transfer loads directly to the tower. • The increase in cable elastic modulus significantly influences all the forces and the deflections. • The increase in cable area also significantly influences all the forces and the deflections. 6. Recommendation Cable Stiffness Optimization: While increased cable stiffness reduces several critical structural responses in the girder and tower (deflection, bending moment, shear force), it concurrently elevates cable forces and compressive forces in the girder near the initial cable attachments. Therefore, a careful optimization of cable stiffness is recommended to strike a balance between minimizing girder and tower stresses/deformations and managing the increased forces within the cable system and girder. This optimization should consider the specific material properties, geometric constraints, and loading conditions of the bridge. References Agrawal, T. P. (1997). Cable-Stayed Bridges — Parametric Study. Journal of Bridge Engineering, 2(2), 61-68. Mathews, M., Manoj, S., Sreelakshmi, K. V., Joseph, S., & Krishnakumar, P. (2021). Analysis and Design of Cable Stayed Bridge. International Research Journal of Engineering and Technology (IRJET), 8(6), 3238-3245. IRC:6-2017. Standard Specifications and Code of Practice for Road Bridges, Section II - Loads and Load Combinations (Seventh Revision). Svensson, H. (2012). Cable-Stayed Bridges-40 Years of Experience Worldwide (1st ed.). Wilhelm Ernst & Sohn. Raju, G. N., & Mani, J. S. (2017). Analysis and Design of cable Stayed Bridge. International Journal For Technological Research In Engineering, 5(4), 3015-3019. Long, W., Troitsky, M. S., & Zielinski, Z. A. (1999). Optimum design of cable-stayed bridges. Structural Engineering and Mechanics, 7(3), 241 – 257. https://doi.org/10.12989/SEM.1999.7.3.241 Järvenpää, E. (2025). Cable-stayed bridges: stay-cable layout, material quantities and preliminary optimization. Oulun yliopisto. Ren, L., Fang, Z., & Wang, K. (2019). Design and behavior of super-long span cable-stayed bridge with CFRP cables and UHPC members. Composites Part B: Engineering, 164, 72-81. Xie, X., Li, X., & Shen, Y. (2014). Static and dynamic characteristics of a long-span cable-stayed bridge with CFRP cables. Materials, 7(6), 4854-4877. Au, F. T. K., et al. (2001). On the determination of natural frequencies and mode shapes of cable-stayed bridges. Applied Mathematical Modelling, 25(12), 1099-1115. Pakos, W., et al. (2016). Experimental research of cable tension tuning of a scaled model of cable stayed bridge. Archives of Civil and Mechanical Engineering, 16(1), 41 – 52. Wilson, J. C., & Gravelle, W. (1991). Modelling of a cable-stayed bridge for dynamic analysis. Earthquake Engineering & Structural Dynamics, 20(8), 707-722. https://doi.org/10.1002/eqe.4290200802 MIDAS. (2022, September 22). Dynamic Analysis of Fan, Semi-Fan, and Harp Type of Cable-Stayed Bridges. MIDAS Bridge Blog. Fawzy, A. M., et al. (2022). Seismic performance of cable‑stayed bridges with diferent geometric conditions. Journal of Engin eering and Applied Science, 69(82).