Design moments perpendicular to plane of wall

Concrete Silos Plans Sections

Figure 6.8 Plan of wall A and location of sections A - A and B - B

Figure 6.9 Section A - A

Figure 6.8 Plan of wall A and location of sections A - A and B - B

Figure 6.9 Section A - A

The slab frames into the wall. For the purposes of assessing fixed end moments, the width of slab contributing to the moments in the wall is assumed to be the length of the wall plus distances half way to adjacent supports either end. Therefore, consider the fixed end moment for 1.50/2 + 4.40 + 1.30/ 2 = 5.8 m width of adjoining slab framing into the 4.4 m long shear wall (see Figure 6.8).

Figure 6.10 Subframe section A - A @ 1st floor

FEM Assuming variable action Is a leading action: = nf/8

= 5.8 (1.35 x 5.78 + 1.5 x 2.5) x 6.02 / 8 = 5.8 x 11.6 x 62 / 8 = 302.8 kNm kw = EI / l = E x 4400 x 2003 / (12 x 3300) = E x 8.88 x 105

' FEM Fixed End Moment for 1 m width of adjoining slab.

= E x 3.22 x 105 = 302.8 x 8.88 / (2 x 8.8 + 3.22) = 302.8 x 0.42 = 121.2 kNm i.e. 121.2 / 4.40

Similarly, assuming variable action is an accompanying action: = 5.8 (1.35 x 5.78 + 0.7 x 1.5 x 2.5) x 62 / 8 = 5.8 x 10.4 x 62 / 8 = 271.4 kNm

Section A - A @ ground floor. By inspection not critical - nominal moment.

Section B - B @ 1st. Consider the landing influences half of wall (2.2 m long) and that this section of wall is subject to supporting half the slab considered before at 1st floor level at Section A-A.

Figure 6.11 Section B - B

Assuming variable action is a leading action: = 302.8 / 2 = 151.4 kNm = I / l

= 3.22 x 105 / 2 = 1.61 x 105 = 151.4 x 8.88 / (2 x 8.88 + 1.61) = 151.4 x 0.46 = 69.6 kNm i.e. 63.8 / 2.2

Similarly, assuming variable action is an accompanying action: = 5.8 (1.35 x 5.78 + 0.7 x 1.5 x 2.5) x 62 / 8 = 5.8 x 10.4 x 62 / 8 = 271.4 kNm

Section B - B at landing level and ground floor. By inspection not critical.

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