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Cross-sectional area of each member 2 - taking account of loss of area due to the bolt hole and split ring, A2

A2 = h2 ■ t2 - 2 ■ (dc ■ he) - (d + 1 mm) ■ (t2 - 2 ■ he)

taking account of loss of area due to the bolt hole and split ring, A3

Number of shear-plate connectors n = 2

parallel to the grain in each shear plane of each connection, n

Effective number of shear-plate connectors parallel to the grain in each shear plane of each connection, nef (equation (11.25); EC5, equation nef = 2

2. Timber strength properties

Table 1.3, strength class C22 (BS EN 338:2003(E), Table 1)

Characteristic tensile strength of the timber, /t(}.k

Characteristic density of timber, pk Mean density of timber, pm

3. Partial safety factors

Material factor for connection,

KM. connection

Material factor for members, KM.timber

4. Actions

Design force on the connection at the Fd.ULS = 60 kN ULS, derived from a combination of permanent and medium-term variable loading, FAuls

Design force on the connection at the Fd.SLS = 40 kN SLS, derived from a combination of permanent and medium-term variable loading, Fi.sls

5. Modification factors

Factor for medium-duration loading kmod.med = 0.80

and service class 2, kmod.med, (Table 2.4 (EC5, Table 3.1))

As tension members are 150 mm kh = 1

6. Design forces and the strength of the shear planes in the connection

The connection is taken to comprise two double shear connections, one on either side of the longitudinal centre line

Shear plane 1 (shear plane between members 1 and 2 (taking member 3 to be 35 mm thick):

Capacity of the split-ring connector between members 1 and 2:

3he' 5he

Factor k11

a3.t

Pk kg

0 0

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