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The detailing of the reinforcement should be in (4)P The reinforced concrete or reinforced masonry members shall be cast after the masonry has been built and shall be anchored together. (5) Where confined masonry in accordance with 4.9(l)P, (2) and (3) and where Group 1, Group 2a and Group 2b units are used, reinforcement bars not less than 6 mm diameter and spaced no more than 600 mm, duly anchored in the concrete infill and in the mortar joints, should be adopted. CEN ENV*111b-l-l IS...

Minimum Length Of Stiffening Wall

Figure 4.2 Graph showing values of against slendemess ratio for different eccentricities. CEN ENV*111b-l-l IS 3404SA1 0017814 71A (1) Walls may be considered as stiffened at a vertical edge if - cracking between the wall and its stiffening wall is not expected i.e. both walls are made of materials with approximately similar deformation behaviour, are approximately evenly loaded, are erected simultaneously and bonded together and differential movement beween the walls, for example, due to...

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Note This combination rule is an amalgamation of two separate load combinations - Accidental design situations (if not specified differently elsewhere) is the characteristic values of permanent actions is the characteristic value of one of the variable actions is the characteristic values of the other variable actions is the design value ( specified value) of the accidental action is the partial safety factor for permanent actions is as yGj but for accidental design situations is the partial...

L E

Figure 4.13 Composite lintel forming a deep beam. 4.7.4 Reinforced masoniy members under the serviceability limit state 4.7.4.1 General (1)P Reinforced masonry members shall not crack unacceptably or deflect excessively under CEN ENV*mb-l-l IS 34D45 1 DD171S3 341 serviceability loading conditions. 4.7.4.2 Deflection (1) Where reinforced masonry members are sized so as to be within the limiting dimensions given in 4.7.1.3, it may normally be assumed that the lateral deflection of a wall and the...

W

Wsd is the design horizontal action from wind, per unit area, to be transferred CEN Eimmt-l-l IS 34045A1 IVICH T71 F, is the characteristic compressive or tensile resistance of a wall tie, as appropriate to the design condition, determined by tests in accordance with EN 846-5 or EN 846-6 yM is the partial safety factor for wall ties, from 2.3.3.2. (3) The horizontal action from the wind acting on the wall should be calculated in accordance with ENV 1991. For cavity walls, the design horizontal...

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Figure 4.5 Flange widths that can be assumed for shear walls. (8)P Where the plan arrangement of the shear walls is asymmetric, or for any other reason the horizontal force is eccentric to the overall stiffness centre of the structure, account shall be taken of the effect of the consequent rotation of the system on the individual walls (torsional effects). See 4.1.1(4) for the general requirements for a properly braced structure. (9) If the floors are not sufficiently rigid when considered as...

Basis of design

(1)P A structure shall be designed and constructed in such a way that - with acceptable probability, it will remain fit for the use for which it is required, having due regard to its intended life and its cost, and - with appropriate degrees of reliability, it will sustain all actions and influences likely to occur during execution and use and have adequate durability in relation to maintenance costs. (2)P A structure shall be designed in such a way that it will not be damaged by events like...

Reinforcement

(1)P Reinforcing steel Steel reinforcement for use in masonry. (2)P Bed joint reinforcement Steel reinforcement that is prefabricated for building into a bed joint. Note For the purposes of this Eurocode, reference is made to EN 845-3, Specification for ancillary components for masonry. Part 3. Bed joint reinforcement. (3)P Prestressing steel Steel wires, bars or strands for use in masonry. (1)P Damp proof course A layer of sheeting, masonry units or other material used in masonry to resist the...