Eurocode 2: Design of concrete structures
Part 1-1: General rules and rules for buildings
Section 6: Ultimate limit states (ULS)
Eurocode 2 part 1-1 gives a general basis for the design of structures in plain, reinforced and prestressed concrete made with normal and lightweight aggregates together with specific rules for buildings.
For this part, we have:
- 48 applications
- 120 NDPs with 7 National Annexes: United Kingdom - BS, Denmark - DK, France - NF, Finland - SFS, Switzerland - SN, Sweden - SS, Italy - UNI.
The applications and NDPs are accessible directly via the main menu above. You can also explore them by section through the table of contents below.
6 Ultimate limit states (ULS)
Applications
- 6.2.2 (1) Design value for the shear resistance for members not requiring design shear reinforcement, V_{Rd,c}
- 6.2.3 (3) Design value for the shear resistance of members with vertical shear reinforcement, V_{Rd}
- 6.2.3 (4) Design value for the shear resistance of members with inclined shear reinforcement, V_{Rd}
- 6.2.4 (3) Shear between web and flanges: the transverse reinforcement per unit length A_{sf}/s_{f} and crushing of the compressive structs in the flanges
- 6.3.2 (3) Longitudinal reinforcement for pure torsional moment, ΣA_{sl}
- 6.3.2 (4) Resistance of members subjected to torsion and shear
- 6.3.2 (5) Resistance of rectangular solid sections subjected to torsion and shear: the condition for minimum reinforcement
- 6.4.4 (1) Punching shear resistance of a slab without shear reinforcement, v_{Rd,c}
- 6.4.4 (2) Punching shear resistance of a column base without shear reinforcement, v_{Rd}
- 6.4.5 (1) Punching shear resistance of slabs and column bases with shear reinforcement, v_{Rd,cs}
- (6.76) Design fatigue strength of concrete f_{cd,fat}
Nationally Determined Parameters (NDPs)
- 6.2.2 (1) Members not requiring design shear reinforcement: the values of C_{Rd,c}, v_{min} and k_{1}
- 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 ν_{1} 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 k_{1}
- 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 k_{1}, k_{2} and k_{3}
- 6.5.4 (6) Triaxially compressed nodes check: the value of k_{4} 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 k_{2}
- 6.8.6 (1) Other verifications of fatigue: the values of k_{1} and k_{2}
- 6.8.6 (3) Other verifications of fatigue: the value of k_{3}
- 6.8.7 (1) Fatigue resistance of concrete under compression: the values of N and k_{1}