Eurocode 2: Design of concrete structures
Part 2: Concrete bridges - Design and detailing rules
Section 6: Ultimate limit states (ULS)

Nationally Determined Parameters (NDPs)

• 6.2.2 (1) Members not requiring design shear reinforcement: the values of C_Rd,c, v_min and k₁
• 6.2.2 (6) Members not requiring design shear reinforcement: the strength reduction factor ν
• 6.2.3 (2) Members requiring design shear reinforcement: the angle θ in a truss model
• 6.2.3 (3) Members requiring design vertical shear reinforcement: the values of ν₁ and α_cw for the maximum shear resistance
• 6.2.4 (4) Shear between web and flanges: the values of cotθ_f for the maximum longitudinal shear stress
• 6.2.4 (6) Shear between web and flanges: the value of k for the lower limit of longitudinal shear stress
• 6.4.3 (6) Punching shear calculation: the approximate values of β
• 6.4.4 (1) Design punching shear resistance of a slab without shear reinforcement: the values of C_Rd,c, v_min and k₁
• 6.4.5 (3) Maximum punching shear resistance of slabs and column bases with shear reinforcement, v_Rd,max
• 6.4.5 (4) Position of the outermost perimeter of shear reinforcement: the value of k
• 6.5.2 (2) Design strength for concrete struts in cracked compression zones: the value of ν'
• 6.5.4 (4) Design values for the compressive stresses within nodes: the values of k₁, k₂ and k₃
• 6.5.4 (6) Triaxially compressed nodes check: the value of k₄ for the maximum value of conrete stress
• 6.8.4 (1) Fatigue verification for reinforcing and prestressing steel: the value of γ_F,fat and the parameters for S-N curves
• 6.8.4 (5) Effect of corrosion on fatigue strength: the reduced exponent k₂
• 6.8.6 (1) Other verifications of fatigue: the values of k₁ and k₂
• 6.8.6 (3) Other verifications of fatigue: the value of k₃
• 6.8.7 (1) Fatigue resistance of concrete under compression: the values of N  and k₁