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8. Withdrawal resistance of a bolt

Tensile strength of the bolt, F 1ax.Rk F 1ax.Rk = fu.k • Ab,i

(BS EN 1993-1-8. ignoring k factor) F. 3 37 Y 104 N

Bearing capacity of the steel plate: (10.8.2 (EC5, 8.5.2(3))

Bearing diameter used for the plate, dw (10.8.2 (EC5, 8.5.2(3)))

Bearing capacity of steel plate, F2ax Rk (10.8.2 (EC5, 8.5.2(2)))

F2ax.Rk = 3.fc.90.k • 4 [dw - (d + 1 mm)2] F2ax.Rk = 1.26 x 104 N

Characteristic axial withdrawal capacity of the bolt, Fax Rk

Fax.Rk = min(F 1ax.Rk, F2ax.Rk) Fax.Rk = 1.26 x 104N

9. Load-carrying capacity of the connection

For a thick steel plate to timber joint with bolts in double shear, the characteristic lateral resistance per shear plane is the lesser of equations (10.19) and (10.21) (EC5, equations (8.13(1)) and (8.13(m)):

Failure mode (£): Fv.Rk.a = 0.5.fh.a.k • t2 • d

Failure mode (m):

Fv.Rk.b = 2.3 • VMy.Rk • fh.a.k • d + yp Fv.Rk.b = 1.27 x 104 N

10.3.5, (EC5, 8.2.2(2)) requires Fax.Rk/4 to be less than 25% of the Johansen yield equation:

Fax.Rk

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