- Eurocode 8: Structural types
- Eurocode 8: Ductility class
- Eurocode 8: Structural regularity
- Member reinforcement details correlation
- Eurocode 2: Modulus of Elasticity
- Design Compressive and Tensile Strengths
- Stress-strain relations
- Crack Control according to Eurocode 2
- Crack Control without calculation
- ACI 318-11: Minimum thickness of beams and one-way slabs
- ACI 318-11: Reinforced concrete beam design parameters
- ACI 318-11: Shear reinforcement
- Eurocode 8: Behavior Requirements
- Eurocode 8: Design spectrum
- Importance classes for buildings
- ACI 318-11: Development length for reinforcement
- Eurocode 8: Ground types
- Eurocode 2: Crack width calculation

The ductility classes medium and high (DCM and DCH) aim, through the seismic design, to control the post-elastic seismic behavior of the structure through the creation of a rigid and strong spine of vertical members, so that the inelastic deformations should be concentrated to the beam edges and to the base of the vertical members, and the formation of the areas of plastic joints so that they can develop plastic Tortional angles, compatible with the behavior factor q that is used in the design. In particular, these areas are formatted in order to have a curvature ductility factor equal to the displacement ductility factor of the building, μ_{δ} (Fardis, 2009a).

Moreover, ΕC8 (§5.2.3.4(3)) adopts the following equation between the curvature ductility factor, μ_{φ} on the edge of a member and the displacement ductility factor of this member, μ_{δ}:

μ_{φ}=2μ_{δ}-1

It can be easily proved that:

μ_{φ}=2q_{0}-1 if T_{1}≥T_{C}

μ_{φ}=1+2(q_{0}-1) T_{C}/T_{1} if T_{1}≤ T_{C}

According to the previous value of the curvature ductility factor, μ_{φ} as it is chosen from the engineer and the two previous equations, we can calculate:

the maximum percentage of the tensile reinforcement on the flanges of the beams (EC8 §5.4.3.1.2(4)):

where

is the design value of tension steel strain at yield and the reinforcement ratios of the tension and compression zone, ρ and ρ’. If the tension zone includes a slab, the amount of slab reinforcement parallel to the beam within the effective flange width is included in ρ.

- the mechanical volumetric ratio of confining hoops within the critical regions (i.e. : (a) to the base of columns and walls and (b) to the critical regions on the edges of columns in DCH that do not satisfy the capacity design of the member ). To the critical regions on the edges of columns in DCH that the capacity design of the member is satisfied, confining hoops are placed with mechanical volumetric ratio that is calculated according to the reduced value of the curvature ductility factor, that is equivalent to a behavior factor value equal to 2/3 of the basic value q
_{o}.

The mechanical volumetric ratio of confining hoops is given through the following equation: (EC8 §5.4.3.2.2(8))

where

is the normalized design axial force

the mechanical volumetric ratio of confining hoops within the web of the wall

b_{c} is the gross cross-sectional width

b_{ο} is the width of the confined core (to the centerline of the hoops)

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