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Factor k12

(equation (11.18); EC5, equation (8.63)) where ka = 1

Factor k13

Factor k14: Timber-to-timber k4 = 1 (equation (11.20); EC5, equation (8.66))

Characteristic load-carrying capacity of a split-ring connector between members 1 and 2, F 1v.Rk

k11 1

Block shear failure dc - 15

FlavRk = kll ■ kl2 ■ k 13 ■ kl4 ■ 35 ■ — ■ N FlavRk = 18.03kN

Embedment failure he dc

Flbv Rk = kli ■ kl3 ■ — ■ 31. 5 ■ — ■ N Flbv Rk = 20.93kN

mm mm

Characteristic load-carrying capacity of F 1v.Rt = min(F 1av.Rk, F 1bv.Rk)

the split-ring connector between members F 1v.Rk = 18.03 kN

1 and 2, F 1v. Rd i.e failure condition will be due to block shear

Design capacity of the split-ring F 1v.R.d = ^mod.med _ f 1v Rk . Wef connection in the shear plane between KM.coniwction members 1 and 2, F 1v.Rd F 1v.R.d = 22.19kN

Design capacity of the connection, Fv Rd Fv Rd = 4 F 1v R d Fv Rd = 88.77 kN Based on four shear planes per connection

Design force on the connection, Fd.ULS Fd.ULS = 60 kN

i.e. the design force is less than the design capacity of the connection; therefore OK

7. Tensile strength of the timber members - ULS condition

Apportioning the force in each member on the basis of the design strength of the connector(s) connected to it:

Design force in member 1, F 1d F 1d = Fd ULS

Design force in member 2, F2d F2d =

Design force in member 3, F 3d F 3d =

0 0

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