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

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