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Steel structures / Harmonisation to Eurocodes
Masonry structures / Harmonisation with the new CR 6 code under
development
Future development
• P100-1/2006 provisions were aligned with the ones in EN 1998-1:2004
• The process of harmonisation continued in P100-1/2013
• Example:
• P100-1/2006: design of column web panel in beam-column joints based on AISC
• P100-1/2013: design of column web panel in beam-column joints according to EN 1993-1-8
Minimum values for characteristic strength of masonry function of:
- Design PGA
- Number of storeys
- Importance class
Behaviour factors q according to National Annex to SR EN 1998-1. Conditions for use of overstrength factor
a
u
/a
1
.
Conditions of use of unreinforced masonry function of design PGA.
• Mandatory detailing rules (boundary elements) for integrity of the structure under severe levels of seismic
action
• Conditions for reinforced masonry and minimum detailing rules for boundary elements function of design
PGA.
• Conditions in which detailing rules concerning the number of storeys and minimum wall density can be
overruled.
• No code is perfect and a continuous development is necessary
• Example: TC13 "Seismic Design" of the European Convention for Constructional Steelwork (ECCS) identi-
fied a list of issues in EN 1998-1 needing clarification and/or development.
• Material overstrength
• Selection of steel toughness
• Local ductility
• Design rules for connections in dissipative zones
• New links in eccentrically braced frames
• Behaviour factors
• Capacity design rules
• Design of concentrically braced frames
• Design of dual structures
• Drift limitations and second order effects
• New structural types (buckling restrained braced frames, steel plate shear walls, truss moment frames)
• Design of low-dissipative structures
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•At the end, the implementation of Eurocodes in Romania is in big progress, even still not yet
completed
•Probably , the most stronger barrier is at the level of mentality CE Marking expected to im-
pose completion of the implementation process
•For seismic design, big concern for ULS 475 years return period
CONCLUSION