Joints - The Behaviour and Design of Steel Structures to EC3 - page 416

Tension failure may be caused by tension actions as shown in Figure 9.19d.
Tension failures of tension members are treated in Section 2.2, and it is logical to
apply the EC3 tension members method discussed in Section 2.6.2 to the design
of plates in tension. However, there are no specific limits given in EC3-1-8.

9.7.3 Shear and tension

Plate sections may be subjected to simultaneous normal and shear stress, as in
the case of the splice plates shown in Figure 9.20a and b.These may be designed
conservativelyagainstgeneralyieldbyusingtheshearandbendingstressesdeter-
minedbyelasticanalysesofthegrosscross-sectioninthecombinedyieldcriterion
of equation 9.15, and against fracture by using the stresses determined by elastic
analyses of the net section in an ultimate strength version of equation 9.15.
Block failure may occur in some connection plates as shown in Figure 9.20c
andd.Inthesefailures,itmaybeassumedthatthetotalresistanceisprovidedpartly
by the tensile resistance across one section of the failure path, and partly by the
shearresistancealonganothersectionofthefailurepath.Thisassumptionimplies
considerable redistribution from the elastic stress distribution, which is likely to
be very non-uniform. Hence EC3-1-8 [1] limits the block-tearing resistance for
situations of concentric loading such as in Figure 9.20c to

√

N Ed ≤ V eff ,1, Rd = f u A nt /γ M 2 + f y / 3 A nv /γ M 0 , (9.21)

inwhich A nt and A nv arethenetareassubjectedtotensionandshear,respectively,

f y / √ 3istheyieldstressoftheplateinshear(Section1.3), γ M 0 = 1.0isthepartial

Plate stresses

C

Plate
stresses

Bolt
forces

T

Bolt forces

(b) Tension and bending

T

Failure
path

(a) Shear and bending

Bolt
forces

Bolt
forces

Failure
path

(c) Block tearing in plate (d) Block tearing in coped beam

Figure 9.20 Bolted plates in shear and tension.