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AD 289: Joints in Steel Construction: Simple Connections (P212) – Corrigendum 1

This advisory desk note (AD289) is the first in a series relating to SCI publication P212. Corrigendum 1 to P212 (which is reproduced below) was originally disseminated in October 2002 but was not issued as an advisory desk note. This note serves to highlight the existence of Corrigendum 1 to those who may have missed it in 2002.

Corrigendum 1 to P212 relates to the tabulated tying capacity values (yellow pages) for fin plate connections with a single vertical line of bolts. Some of the originally tabulated values overstated the connection tying capacity because the check of the horizontal shear capacity of the bolt group was not included. The tabulated tying capacities of connections with two vertical lines of bolts are correct.

Corrected capacity tables, taking account of corrigendum 1 (and corrigendum 2), are available on

Corrigendum 1 – Tying Capacity of Fin Plate Connections with Single Line of Bolts

The values of tying capacity given in Table H.27 (pages 410 to 414) and Table H.29 (pages 420 to 424) should be amended to values that are the lesser of the tabulated values and the shear capacity of the bolt groups. The shear capacity of the bolt group = n.Ps where n is the number of bolts and Ps is the shear capacity per bolt (= 91.9 kN for M20, grade 8.8 bolt from Table H.49).

The reason for this change is that, as stated in Table H.24, the tabulated tying capacities for fin plate connections were based on the minimum values from Checks 11(i), 11(ii), 12(i) and 12(ii). None of these checks relate to the shear capacity of the bolt group. Where there is a single line of bolts, the shear capacity of the bolt group may be less than the tabulated tying capacity.

When carrying out the full design procedure (in accordance with Section 6.5) an additional check for “structural integrity” should be made for the shear capacity of the bolt group. This additional check, which may be referred to as Check 13, is: Tie force ≤ n.Ps.

In practice these changes will only be of significance in the unusual case when the tie force is greater than the shear force on the beam.

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