Design using charts

For compressive load:

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

For tensile load and 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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