Evolution of EC8 Seismic Design Rules for X Concentric Bracings
Abstract
:1. Introduction
2. Ductility Classes and Behavioral Factors
2.1. Current EN 1998-1
2.2. prEN 1998-1-2:2019.3
- qS is the behavior factor component accounting for overstrength due to all other sources;
- qR is the behavior factor component accounting for overstrength due to the redistribution of
- seismic action effects in redundant structures;
- qD is the behavior factor component accounting for the deformation capacity and energy
- dissipation capacity.
3. Overstrength Factors
3.1. Current EN 1998-1
3.2. prEN 1998-1-2:2019.3
4. Design of Dissipative Members
4.1. Current EN 1998-1
4.2. prEN 1998-1-2:2019.3
- Circular hollow sections should verify , where D is the external diameter and t is the thickness of the cross section, γmr is the material randomness coefficient and .
- For rectangular hollow sections, the maximum local slenderness c/t should not be greater than , c being the side width and t the thickness of the cross section.
5. Design of Non-Dissipative Members
5.1. Current EN 1998-1
- Npl,Rd(MEd) is the design resistance to axial force of the beam or column calculated in accordance with EN 1993:1-1 [14], accounting for the interaction with the design value of bending moment;
- MEd, in the seismic design situation;
- NEd,G is the axial force in the beam or in the column due to the non-seismic actions in the seismic design situation;
- NEd,E is the axial force in the beam or in the column due to the design seismic action;
- γov is the material overstrength factor;
- Ω is the minimum overstrength ratio
5.2. prEN 1998-1-2:2019.3
- (i)
- The resistance and stability of both beams and columns should be verified in compression against the following actions:
- (ii)
- The internal forces are calculated by mean of plastic mechanism analysis, namely considering a free-body distribution of axial forces in both tension and compression diagonals with values equal to their expected buckling resistance equal to ;
- (iii)
- The internal forces are calculated by mean of plastic mechanism analysis, considering a free-body distribution of axial forces in which the braces under tension transmit a force equal to and the braces under compression attain their post-buckling resistance equal to .
6. Design of Brace-to-Frame Connections
6.1. Current EN 1998-1
6.2. prEN 1998-1-2:2019.3
- Npl,Rd is the design plastic resistance of the brace in tension;
- Nb,Rd is the design buckling resistance of the brace in compression;
- Mpl,Rd is the design plastic moment of the cross section of the brace;
- γrm and γsh are the material randomness and the hardening factors, respectively.
7. Conclusive Remarks
- the use of a tension-only diagonal scheme;
- the requirement of diagonal slenderness;
- the homogeneity condition of the overstrength factor;
- the design of brace-to-frame connections.
Author Contributions
Funding
Conflicts of Interest
References
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Current EN 1998-1 | Next EN 1998-1 | ||
---|---|---|---|
Ductility Class | Reference q | Ductility Class | Reference q |
DCL | 1.5–2 | DC1 | 1.5 |
DCM | 4 | DC2 | 2.5 |
DCH | 4 | DC3 | 4 |
Current EN 1998-1 | Next Rules | ||
---|---|---|---|
DCM | Resistance: | DC2 (TO) | Resistance: |
Global slenderness: | Global slenderness: | ||
Local slenderness: class 1, 2 | Local slenderness: class 1, 2 | ||
Overstrength variation: | Overstrength variation: none | ||
DCH | Resistance: | DC3 | Resistance: ith story: * roof story: |
Global slenderness: | Global slenderness: | ||
Local slenderness: class 1 | Local slenderness: class 1 CHS: SHS: | ||
Overstrength variation: | Overstrength variation: |
Current EN 1998-1 DCH/DCM | |||
---|---|---|---|
DCM/DCH | Beams and columns should be designed to verify: , where | ||
Next rules | |||
DC2 | Beams and columns should be designed to withstand: where | DC3 | Beams and columns should be designed to withstand: (i) where (ii) Plastic mechanism analysis with: (iii) Plastic mechanism analysis with and |
Columns should also verify combined action of |
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Campiche, A.; Costanzo, S. Evolution of EC8 Seismic Design Rules for X Concentric Bracings. Symmetry 2020, 12, 1807. https://doi.org/10.3390/sym12111807
Campiche A, Costanzo S. Evolution of EC8 Seismic Design Rules for X Concentric Bracings. Symmetry. 2020; 12(11):1807. https://doi.org/10.3390/sym12111807
Chicago/Turabian StyleCampiche, Alessia, and Silvia Costanzo. 2020. "Evolution of EC8 Seismic Design Rules for X Concentric Bracings" Symmetry 12, no. 11: 1807. https://doi.org/10.3390/sym12111807