EWPAA Structural Plywood and LVL Design Manual - Engineered ...

13.5 Design of Type 1 Nailed Connections (Cl.4.2.3)Equation 13.2 gives the design capacity (ΦN j ) for a Type 1 joint (containing (n nails))required to resist direct loads.For the strength limit state to be satisfied:ΦNj ≥ N* (13.2)where:ΦNj = Φk 1 k 13 k 14 k 16 k 17 nQk (13.3)andN* = design action due to the applied factored loadson the connectionΦ = capacity factor;= the duration of loads factor for joints;k 1k 13k 14k 16= 1.0 for nails in side grain;= 0.6 for nails in end grain.= 1.0 for nails in single shear;= 2.0 for nails in double shear.= 1.2 for nails driven through close fitting holes inmetal side plates;= 1.1 for nails driven through plywood gussets;= 1.0 otherwise.k 17 = factor for multiple nailed joints for Type 1connections designed to resist direct loads ineither tension or compression.NQk= total number of nails in the connection resistingthe design action effect in shear.= nail characteristic capacity given in Tables4.1(A) and 4.1(B) in AS1720.1–1997.13.6 Design of Type 2 Nailed ConnectionsEquation 13.4 gives the design capacity (ΦN j ) for a Type 2 joint containing (n) nails. Asshown in FIGURE 13.2 a Type 2 connection results in the nails being in tensions.For the strength limit state to be satisfied:ΦN j ≥ N*where:andΦN j = Φk 13 . p.nQ k (13.4)N* = design action on a Type 2 nailed connection,along connector axis due to factored loads appliedto the joints;Φ = capacity factor.k 13 = reduction factor due to embedment into endgrain. p = depth of penetration (mm) into innermost timberelements.n = total number of nails in the joint.Q k = characteristic nail capacity in withdrawal fromthe specified joint strength group.195