Design for biaxial bending

Check (MEdz / MRdz)a + (MEdy / MRdy)a < 1.0 For load case 2 where:

design for biaxial bending.

Biaxial Bending Columns

Figure 5.10 Eccentricities

a where

= MRdy = moment resistance. Using charts: From chart 15.5d, for d2 / h = 0.20 and Aefyk / bhfCk = 9648 x 500 / 500 x 500 x 50 = 0.39

= exponent dependent upon NEd / NRd

Using design actions to Exp (6.10) would have resulted in a requirement for 8500 mm2

= 500 x 500 x 0.85 x 50 / 1.5 + 9648 x 500 / 1.15 = 7083 + 3216 = 10299 kN NEd / NRd = 9000 / 10299 = 0.87.

Interpolating between values given for NEd / NRd= 0.7 (1.5) and for NEd / NRd= 1.0, (2.0) a = 1.67 Check (Mejz / MRd2)a + (MEdy / MRdy)a < 1.0

(178.7 / 356.3)167 + (95.7 / 356.3)167 = 0.32 + 0.11

Use 12 no. H32

5.4.13 Links

Minimum diameter of links:

: 12 x 32 = 384 mm : 0.6 x 500 = 300 mm or : 240 mm

Number of legs:

Bars at 127 mm cc i.e. < 150 mm .'. no need to restrain bars in face but good practice suggests alternate bars should be restrained

.'. use single leg on face bars both ways @ 225 mm centres.

5.4.14 Design summary

Biaxial Bending Columns
Figure 5.11 Design summary: internal column
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