• Typical façade applications fall in CC2–CC3; high-rise façades often adopt CC3.
• Design working life is normally 50 years; project specifications may require 100 years.
2. Load Combinations & Partial Factors (Clause 6; Annex A.1)
• Variable actions (wind, snow, temperature) use ψ-factors from Annex A.1.
• For wind on façades, ψ0 ≈ 0.6 is common (Table A.1.7).
• ULS expression 6.10 or 6.10b is adopted in Turkey unless the National Annex specifies otherwise.
3. Serviceability Limit States (SLS) (Clause 8.4; Table A.1.10)
• Deflection limits: L/250 to L/500 for glazing support members.
• Vibration/comfort criteria must be verified for lightweight systems.
4. Material Factors (Clauses 6.3 & 8.3.6)
• Characteristic strengths (fk) and partial factors γM are referenced for aluminium (TS EN 1999), steel (TS EN 1993) and glass (EN 16612).
• Brittle materials (glass) may require higher γM values.
5. Dynamic Effects (Clause 7.1; Annex H)
• Wind-induced vibrations should be assessed via eigen-analysis.
• Annex H gives vibration limits for footbridges, which can be adapted to façade panels in large atria.
6. Test-Based Design & Quality Assurance (Annex D & B)
• Annex D permits test results (e.g., wind-tunnel pressures) to calibrate numerical models.
• Annex B outlines documentation and traceability requirements for fabrication and installation.
7. Practical Tips for Façade Engineers
- Always check the National Annex for country-specific ψ-factors.
- Derive wind actions per TS EN 1991-1-4 and snow per TS EN 1991-1-3.
- Apply L/250–L/500 deflection limits to mullions and transoms.
- Use EN 1999, EN 1993 or EN 16612 for material-specific checks.
- Consider wind-tunnel studies for towers ≥ 100 m or complex geometries.
Reference: BS EN 1990:2023, Clauses 3–8; Annex A, B, D, H.