Description	Eurocodes (EC3/EC8)	AISC/ASCE	Remarks
Energy dissipation philosophy	EBFs shall be designed so that specific elements or parts of elements called seismic links are able to dissipate energy by the formation of plastic bending and/or plastic shear mechanisms.	EBFs are expected to withstand significant inelastic deformations in the links when subjected to the forces resulting from the motions of the design earthquake.	An almost same criterion is considered
Rotation capacity (local ductility concept)	Plastic hinge rotation is limited to 35 mrad for structures of DCH and 25 mrad for structures of DCM	Link rotation angle shall not exceed (a) 0.08 radians for links of length 1.6 M_p/V_p or less and (b) 0.02 radians for links of length 2.6 M_p/V_p or greater.	For high seismicity it is recommended by both codes to apply ductility concept
Dissipative members	Plastic Hinges should take place in links prior to yielding or failure elsewhere.	EBFs are expected to withstand significant in-elastic deformations in the links when subjected to forces resulting from the motions of the design earthquake.	Links can be short, long and Intermediate. Which fail due to Shear, bending and bending & Shear respectively.
If $N_{E D} / N_{p l, R d} \leq 0.15$ then Check for Design Resistance of Link is	$V_{E D} \leq V_{p, l i n k}$ $M_{E D} \leq M_{p, l i n k}$	Effect of axial force on the link, available shear strength need not be considered if $P_{u} \leq 0.15 P_{y}$ (LRFD) or $P_{a} \leq 0.15 / 1.5 P_{y}$ (ASD)	N_ED, M_ED& V_ED respectively are the design axial force, design bending moment and design shear at both ends of the link.
Check to achieve global dissipative behaviour of the structure	The maximum overstrength Ω_i should not differ from the minimum value Ω by more than 25%	The required strength of each lateral brace at the ends of the link shall be $P_{b} = 0.06 M_{r} / h_{0}$ , where h₀ is the distance flange centroids	$Ω_{i} = 1.5 V_{p, l i n k, i} / V_{E D, i}$ among all short links and minimum value of $Ω_{i} = 1.5 M_{p, l i n k, i} / M_{E D, i}$ among all intermediate and long links.
Seismic load reduction factor	A behaviour factor (q) equal to 4 for DCM and 5α_u/α₁ for DCH is provided.	A response modification factor (R) equal to 8.0 for EBFs is given	An almost same criterion is considered
Overstrength factor	the minimum value of $Ω_{i} = 1.5 V_{p, l i n k, i} / V_{E D, i}$ among all short links, whereas the minimum value of $Ω_{i} = 1.5 M_{p, l i n k, i} / M_{E D, i}$ among all intermediate and long links;	Ω_o equal to 2 for EBFs is given	Ω_o in EC8 is (1.1γ_ovΩ)