## Design using charts

interpolate between charts 15.5d and 15.5e for <Concise EC2 Figs

Ne, / bhfCk = 1149.4 x 103 / (200 x 1000 x 30) = 0.192 Me, / bh2fCk = 36.2 x 106 / (2002 x 1000 x 30) = 0.030

88 Strictly incompatible with Qk = 0. However, allow Qk= 0.

Gives:

Asfyk / bhfck = 0 .'. minimum area of reinforcement required

= 0.002 x 200 x 1000 = 400 mm2 / m = 200 mm2 / m each face max. 400 mm cc, min. 12 mm diameter <9.6.2(3),SMDSC>

Figure 6.12 Stresses and strains in wall subject to tension and out of plane moment

 NEd and MEd so Cst1 + Cst2 and cst1 - Cst2 2Cst1 As Cst1 As

Figure 6.12 Stresses and strains in wall subject to tension and out of plane moment

Working from first principles, referring to Figure 6.12 and ignoring contribution from concrete in tension

= (o"st1 - C^) x As / 2 x (d - d2) = 2NEd / As = 2MEd / [(d - d2)As] = 2NEd / As + 2MEd / [(d - d2)As] = (NEd / Cst1) + MEd / (d - d2)Cst1

= fyk / ym = 500 / 1.15 = 434.8 = 6074 x 103/4348 + 362 x 106/ [(157-43) x 4348] = 1397 + 730 = 2127 mm2

By inspection all concrete is in tension zone and may be ignored. Use 6 no. H16 @ 200 cc both sides for at least 1 m each end of wall (7.417. mm2)

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