## Shear Unreinforced Nib Ec2

Higgins and Rogers design the shear wall as unreinforced. Plain concrete walls will be covered in EC2 Part 1A which, at the time of publication, has not yet been finalized. The wall will, therefore, be designed here as a reinforced wall. As will be seen, the result is the same. Eccentricity due to applied loads 0, 0

## Enhanced Shear For Pilecap Design In Ec2

There are no specific requirements within EC2 for the distribution of the calculated reinforcement. The provisions of BS 8110 Part 1 Clause 3.11.4.2 are adopted in this example. With piles spaced at 3 times the diameter, the reinforcement may be uniformly distributed. Maximum spacing 3h > 500 500 > 275 mm OK Minimum -- < 0.0015 bd 0.0015 x 2100 x 675 2127 mm2. . OK The reinforcement details are shown in Figure 7.8. The reinforcement details are shown in Figure 7.8. Figure 7.8 Details of...

## Fyd Desin Ield Strength Of Longitudinal Reinforcement

Characteristic tensile strength of prestressing steel fRdu Design value of ultimate bearing stress fyd Design yield strength of reinforcement fyk Characteristic yield strength of reinforcement Design yield strength of longitudinal torsion reinforcement Design yield strength of shear reinforcement or torsion links Characteristic yield strength of shear reinforcement or torsion links gk Characteristic dead load per unit area h Overall depth of section or liquid in tank h' Reduced value of h for...

## Load cases example

Fundamental load combination to be used is 2.3.2.2P(2) For beams without cantilevers the same value of self-weight may be applied 2.3.2.3(4) to all spans, i.e., 1.35Gk. The load cases to be considered for the imposed loads are 2.5.1.2(4) (a) alternate spans loaded and The various load arrangements are shown in Figure 12.8. Note Load cose A above should be combined with cases B-J below as necessary

## Combined footing

Design a combined footing supporting one exterior and one interior column. An exterior column, 600 mm x 450 mm, with service loads of 760 kN dead and 580 kN imposed and an interior column, 600 mm x 600 mm, with service loads of 1110 kN dead and 890 kN imposed are to be supported on a rectangular footing that cannot protrude beyond the outer face of the exterior column. The columns are spaced at 5.5 m centres and positioned as shown in Figure 7.2. The allowable bearing pressure is 175 kN m2, and...

## Pilecap design example using truss analogy

A four-pile group supports a 500 mm square column which carries a factored load of 2800 kN. The piles are 450 mm in diameter and spaced at 1350 mm centres. Assume a pilecap depth of 800 mm. Allow the pilecap to extend 150 mm beyond the edge of the piles, to give a base 2.1 m square as shown in Figure 7.7. Use 2.1 m x 2.1 m x 0.8 m deep pilecap For components in non-aggressive soil and or water, exposure class is 2 a . Minimum concrete strength grade is C30 37. For cement content and w c ratio...

## Concrete Nib Design

lt 0.0015 x 1000 x 81 122 mm2 Check minimum area of reinforcement for crack control 0.4 x 0.8 x 3.0 x 52.5 x 103 460 110 mm2 No further check for crack control Is necessary as h 105 lt 200 mm. Maximum bar spacing 3h 315 lt 500 mm The reinforcement details are shown in Figure 8.5. Figure 8.5 Nib reinforcement details Figure 8.5 Nib reinforcement details Check shear in nib, taking into account the proximity of the concentrated load 4.3.2.3 to the support. 0 2.5dlx 2 5 X 81 1.69 Eqn 4.17

## Concrete grades

EC2 1 uses the cylinder strength, fck, to define the concrete strength in design equations, although the cube strength may be used for control purposes. The grade designations specify both cylinder and cube strengths in the form C cylinder strength cube strength, for example C25 30. It may occasionally be necessary to use cube strengths which do not exactly correspond to one of the specified grades. In such instances a relationship is required between cylinder and cube strength in order to...