Vid i fyd [cos li sin s lw

5.5.3.4.5 Detailing for local ductility (9) If the wall is connected to a flange with thickness bf > hs 15 and width lf > hs 5 (where hs denotes the clear storey height), and the confined boundary element needs to extend beyond the flange into the web for an additional length of up to 3bwo, then the thickness bw of the boundary element in the web should only follow the provisions in 5.4.1.2.3(1) for bwo (Figure 5.11). Figure 5.11 Minimum thickness of confined boundary elements in DCH walls...

Precast largepanel walls

Vector Line

(1) EN 1992-1-1, Section 10 applies with the following modifications a) The total minimum vertical reinforcement ratio refers to the actual cross-sectional area of concrete and should include the vertical bars of the web and the boundary elements b) Mesh reinforcement in a single curtain is not allowed c) A minimum confinement should be provided to the concrete near the edge of all precast panels, as specified in 5.4.3.4.2 or 5.5.3.4.5 for columns, over a square section of side length bw, where...

Tiebeams and foundation beams

(1)P Stub columns between the top of a footing or pile cap and the soffit of tie-beams or foundation slabs shall be avoided. To this end, the soffit of tie-beams or foundation slabs shall be below the top of the footing or the pile cap. (2) Axial forces in tie-beams or tie-zones of foundation slabs in accordance with 5.4.1.2(6) and (7) of EN 1998-5, should be taken in the verification to act together with the action effects derived in accordance with 4.4.2.6(2)P or 4.4.2.6(3) for the seismic...

Columns

1 P In primary seismic columns the design values of shear forces shall be determined in accordance with the capacity design rule, on the basis of the equilibrium of the column under end moments Mi d with ' 1,2 denoting the end sections of the column , corresponding to plastic hinge formation for positive and negative directions of seismic loading. The plastic hinges should be taken to form at the ends of the beams connected to the joints into which the column end frames, or if they form there...

Detailing rules for coupling beams of ductility class DCM

1 P Coupling beams shall have an embedment length into the reinforced concrete wall sufficient to resist the most adverse combination of moment and shear generated by the bending and shear strength of the coupling beam. The embedment length le shall be taken to begin inside the first layer of the confining reinforcement in the wall boundary member see Figure 7.10 . The embedment length le shall be not less than 1,5 times the height of the coupling beam 2 P The design of beam wall connections...

Detailing for local ductility

Beam Reinforcement Detailing

1 P The regions of a primary seismic beam up to a distance lcr hw where hw denotes the depth of the beam from an end cross-section where the beam frames into a beam-column joint, as well as from both sides of any other cross-section liable to yield in the seismic design situation, shall be considered as being critical regions. 2 In primary seismic beams supporting discontinued cut-off vertical elements, the regions up to a distance of 2hw on each side of the supported vertical element should...

Info

Where hi and vi denote the thickness in metres and shear-wave velocity at a shear strain level of 10-5 or less of the i-th formation or layer, in a total of N, existing in the top 30 m. 4 P For sites with ground conditions matching either one of the two special ground types S1 or S2, special studies for the definition of the seismic action are required. For these types, and particularly for S2, the possibility of soil failure under the seismic action shall be taken into account. NOTE Special...

Coupling elements of coupled walls

Anchorage Column Lap Length

1 P Coupling of walls by means of slabs shall not be taken into account, as it is not effective. 2 The provisions of 5.5.3.1 may only be applied to coupling beams, if either one of the following conditions is fulfilled a Cracking in both diagonal directions is unlikely. An acceptable application rule is b A prevailing flexural mode of failure is ensured. An acceptable application rule is l h gt 3. 3 If neither of the conditions in 2 is met, the resistance to seismic actions should be provided...

Bending and shear resistance

Seismic Minimum Curvature

1 P Flexural and shear resistances shall be computed in accordance with EN 1992-11 2004, unless specified otherwise in the following paragraphs, using the value of the axial force resulting from the analysis in the seismic design situation. 2 In primary seismic walls the value of the normalised axial load vd should not exceed 0,4. 3 P Vertical web reinforcement shall be taken into account in the calculation of the flexural resistance of wall sections. 4 Composite wall sections consisting of...

Energy dissipation capacity and ductility classes

1 P The design of earthquake resistant concrete buildings shall provide the structure with an adequate capacity to dissipate energy without substantial reduction of its overall resistance against horizontal and vertical loading. To this end, the requirements and criteria of Section 2 apply. In the seismic design situation adequate resistance of all structural elements shall be provided, and non-linear deformation demands in critical regions should be commensurate with the overall ductility...

Design Of Buildings

1 P Section 4 contains general rules for the earthquake-resistant design of buildings and shall be used in conjunction with Sections 2, 3 and 5 to 9. 2 Sections 5 to 9 are concerned with specific rules for various materials and elements used in buildings. 3 Guidance on base-isolated buildings is given in Section 10. 4.2 Characteristics of earthquake resistant buildings 4.2.1 Basic principles of conceptual design 1 P In seismic regions the aspect of seismic hazard shall be taken into account in...