Design tension strength parallel to the grain, ft Q d ft.Q.d =

Redistribution factor for a km = 0.7 rectangular section, km (equation (4.4c) (EC5, 6.1.6))

Combined stress condition

Equations (5.25) and (5.26); EC5, equations (6.17) and (6.18):

Relationships less than unity; therefore the 63 mm by 125 mm sawn section in strength class C24 will meet the ULS requirements of EC5.

Example 5.7.6 The stud wall shown in Figure E5.7.6 has an overall height of 3.75 m and the studs are spaced at 600 mm centre to centre with braced battens at mid-height. Sawn timber of 44 mm by 100 mm is used for the studs and the header and sole plates are 50 mm by 100 mm sawn timber, all class C16 to BS EN 338:2003. The wall functions in service class 2 conditions and supports a characteristic permanent action of 0.6 kN (inclusive of the panel self-weight) and a characteristic variable long-term action of 2.4 kN per stud. There is wall sheathing on both faces and the fixings provide lateral support to the studs about the z-z axis.

Check that the wall will meet the ULS requirements of EC5.

1. Geometric properties Stud length, L

Effective length of a stud buckling about Le y = 1.0 ■ L

44 mm batten

Section through stud wall

Section through a stud

Section through stud wall

Width of each stud, b

Depth of each stud, h

Bearing area of each stud on the sole plate, Ab

Cross-sectional area of each stud, A

Second moment of area of a stud about the y-y axes, Iy

Radius of gyration of a stud about the y-y axis, iy

Slenderness ratio of a stud about the y-y axis, ky b = 44 mm h = 100 mm

0 0

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