**7. Conclusions**

The proposed super-long-span bridge design has a total span of 4440 m with two 330-m-long end spans and a central span of 3780 m. Each pylon is designed to be 702 m high, and deck width is 40 m.

M55\*\*UD carbon fibre is adopted for catenary cables and stayed cables because it has higher tensile strength and elastic modulus compared to steel. Standard carbon fibre with a high strength-to-weight ratio is used in the deck system and vertical cables to achieve a lighter self-weight and higher strength capacity. A new iterative technique is introduced and developed to determine the optimum cable shape to minimise the deflections by introducing a K factor. Another innovative design technique, the combination of a cable-stayed and suspension structure, is adopted to balance the deflections of the end and the central bridge spans. A pretension technique is also used in the stayed-cable design.

Overall, in the static analysis, the stresses found under the G+Q and G+W load cases are lower than the capacities of the materials, and the strength requirements are satisfied. However, the maximum deflections under static and dynamic analysis do not meet the criteria for the AS5100 limit of 6 m displacement, with an 8.3 m vertical deflection under the G+Q loading case, a 30.9 m transverse displacement under the G + W static analysis, and a 32.4 m transverse displacement observed in the wind dynamic analysis. Although standard carbon fibre and carbon fibre composite are currently very expensive, the price is expected to drop significantly by 2050 based on recent trends.

Further research is recommended to reduce the transverse deflection by considering increasing the lateral stiffness of the bridge. Additionally, the development of finite element models with more optimised structural members, section sizes and geometries are recommended to reduce the vertical deflections as well as the total cost of the bridge.
