## Good Bond Conditions Concrete

P 1 The quality of the bond depends on the surface pattern of the bar, on the dimension of the member and on the position and inclination of the reinforcement during concreting. 2 For normal weight concrete, the bond conditions are considered to be good for a all bars, with an inclination of 45 to 90 to the horizontal, during concreting Figure 5.1 a b all bars which have an inclination of 10 to 45 to the horizontal during concreting and are either placed in members whose depth in the direction...

## Strut And Tie Method Example

Figure 2.2 Definition of dimensions Figure 2.2 Definition of dimensions (4) The distance lo between points of zero moment may be obtained from Figure 2.3 for typical cases. Figure 2.3 Approximate effective spans for calculation of effective breadth ratios Figure 2.3 Approximate effective spans for calculation of effective breadth ratios The following conditions should be satisfied i) The length of the cantilever should be less than half the adjacent span. ii) The ratio of adjacent spans should...

## Appendix Supplementary information on the ultimate limit states induced by structural deformations

A3.0 Notation See also 1.6 and 1.7 Fv Sum of all vertical loads under service conditions fctk, 0.05 Lower characteristic value of tensile strength of concrete htot Total height of structure from top surface of foundation or non-deformable sub-stratum in metres Nsd m Mean axial design force in columns in one storey 2m Mean slenderness ratio of columns within storey considered vu Longitudinal force coefficient for a member P 1 The combinations of actions and the safety factors given in 2.3 shall...

## Column Head Reinforcement

Is the distance from the column face to the edge of the column head is the diameter of a circular column. For a rectangular column with a rectangular head with overall dimensions l1, and l2 li lci 2lm l2 lc2 21h2, li r l2 , dcrit may be taken as the lesser of 2 For slabs with column heads where 1h gt 1.5 d hH see Figure 4.23 , the critical sections both within the head and in the slab should be checked. 3 The provisions of 4.3.4.3 apply for checks within the column head with d taken as d see...

## Minimum Concrete Cover

5.2.5 Anchorage of links and shear reinforcement P 1 The anchorage of links and shear reinforcement shall normally be effected by means of hooks, or by welded transverse reinforcement. High bond bars or wires can also be anchored by bends. A bar should be provided inside a hook or bend. 2 For the permissible curvature of hooks and bends, see 5.2.1.2 2 . 3 The anchorage as a whole is considered to be satisfactory where the curve of a hook or bend is extended by a straight length which is not...

## Reinforcement Strandfor Prestressed Structures Euro Code

4 Relaxation at temperatures of the structure over 20 C will be higher than given in Figure 4.8. This may affect building structures in hot climates, power plants, etc. If necessary the producer should be asked to include relevant information in the certificate see 3.3.2 2 . 5 Short-term relaxation losses at a temperature of the structure exceeding 60 C can be 2 to 3 times those at 20 C. However, in general, heat curing, over a short period, may be considered to have no effect on long term...

## Eurocode Structure Class

1 In order to satisfy the provisions of 4.1.3.3 P 3 , these minimum values for cover should be associated with particular concrete qualities, to be determined from Table 3 in ENV 206. 2 For slab elements, a reduction of 5 mm may be made for exposure classes 2 5. 3 A reduction of 5 mm may be made where concrete of strength class C40 50 and above is used for reinforced concrete in exposure classes 2a 5b, and for prestressed concrete in exposure classes 1 5b. However, the minimum cover should...

## Extreme Compression Fibre

In the derivation of Table 4.3, it has been assumed that 7 For simplification, a constant value Bc fc may be adopted in the range cl gt c gt cu see Figure 4.1 8 Other idealized stress-strain diagrams may be used e.g. bi-linear , provided they are effectively equivalent to the one described in 3 and 4 . b Stress distribution for cross-section design 9 The preferred idealization for cross-section design is the parabolic rectangular one, given in Figure 4.2. In this diagram cu max is taken as 3.5...

## Nomogram For K Steel Unbraced

Curvature at the critical section at the base of a model column Moment of inertia gross section of a beam Moment of inertia gross-section of a column Reduction factor for the calculation of the second order eccentricity e2 Equation 4.68 Coefficient, taking account of decrease in curvature 1 r due to increasing axial force Equation 4.71 Resisting design axial compression force Design ultimate capacity of the section subjected to axial load only Second order eccentricity Additional eccentricity...

## Torsion Reinforcement In Euro Code

When the reinforcement is known, 0 and T d2 may be determined from Equations 4.44 and 4.45 below. If the resulting value of 0 lies outside the limits given by 4.42 the nearest limit should be taken. 8 The resultant of the tensile forces Fs1 As1 fyld is assumed to act at the centre of gravity of the equivalent hollow section a portion of the longitudinal steel or the prestressing tendons may therefore be placed along the centre line of the member however, in order to ensure that the outward...