## Figure Modelling a stiffened column flange as separate Tstubs

(4) The dimensions emin and m for use in 6.2.4 should be determined from Figure 6.8.

(5) The effective lengths of an equivalent T-stub flange Cefr should be determined in accordance with 6.2.4.2 using the values for each bolt-row given in Table 6.5. The value of a for use in Table 6.5 should be obtained from Figure 6.11.

(6) The stiffeners should meet the requirements specified in 6.2.6.1.

 Bolt-row Location Bolt-row considered individually Bolt-row considered as part of a group of bolt-rows Circular patterns £eff,cp Non-circular patterns Jf Circular patterns £eff,cp Non-circular patterns f-eff,nc Bolt-row adjacent to a stiffener 2jrm am itm + p 0,5p + am - (2m + 0,625e) Other inner bolt-row 2izm 4m + 1,25e 2p p Other end bolt-row The smaller of: 2nm 7tm + 2ei The smaller of: 4m + 1,25e 2m + 0,625e + ei 2e1 + p The smaller of: 2m + 0,625e + 0,5p e1 + 0,5p End bolt-row adjacent to a stiffener The smaller of: 2jzm - (2m + 0,625e) not relevant not relevant For Mode 1: £eff,1 - £eff,nc but £eff,1 —¿eff.cp Z^eff,1 - Z^eff,nc but ££eff,1 — Z^eff,cp For Mode 2: £eff,2 - £eff,nc eff,2 - ££eff,nc a should be obtained from Figure 6.11.

6.2.6.4.3 Unstiffened column flange, welded connection

(1) In a welded joint, the design resistance .Ffc,Rd of an unstiffened column flange in bending, due to tension or compression from a beam flange, should be obtained using:

where:

ieff,b,fc is the effective breath beff defined in 4.10 where the beam flange is considered as a plate. NOTE: The requirements specified in 4.10(4) and 4.10(6) should be satisfied. 6.2.6.5 End-plate in bending

(1) The design resistance and failure mode of an end-plate in bending, together with the associated bolts in tension, should be taken as similar to those of an equivalent T-stub flange, see 6.2.4 for both:

- each individual bolt-row required to resist tension;

- each group of bolt-rows required to resist tension.

(2) The groups of bolt-rows either side of any stiffener connected to the end-plate should be treated as separate equivalent T-stubs. In extended end-plates, the bolt-row in the extended part should also be treated as a separate equivalent T-stub, see Figure 6.10. The design resistance and failure mode should be determined separately for each equivalent T-stub.

(3) The dimension emin required for use in 6.2.4 should be obtained from Figure 6.8 for that part of the end-plate located between the beam flanges. For the end-plate extension emin should be taken as equal to ex , see Figure 6.10.

(4) The effective length of an equivalent T-stub flange £eff should be determined in accordance with 6.2.4.2 using the values for each bolt-row given in Table 6.6.

(5) The values of m and mx for use in Table 6.6 should be obtained from Figure 6.10.

Table 6.6: Effective lengths for an end-plate
 Bolt-row location Bolt-row considered individually Bolt-row considered part of a group of bo as t-rows Circular patterns £eff,cp Non-circular patterns 4ff,nc Bolt-row outside tension flange of beam Smallest of: 2nmx 7tmx + w izmx + 2e Smallest of: 4mx + 1,25ex e+2mx+0,625ex 0,5ip 0,5w+2mx+0,625ex
0 0