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

1.2 m roof load width)0.25 kPa x 1.2m x 0.9 m = 0.27 kN /rafter AS/NZS 1170.1,Table3.2Wind:(Cyclonic C1 Wind classified Area)Strength:Net Uplift = 2.04*kPa x 4.8m x 0.9m AS 4055Table 6Net Uplift = 8.8 kN / rafterDown:Net pressure co-efficient (C p,n ) = 1.05V h,u = 50 m/sAS 4055Table B2Serviceability:2Pressure = 0.6xV h,u x 10 -3 x C AS 4055p,nTable 2= 0.6 x 50 2 x 1.05/1000= 1.58kPa1.58kPa x 4.8m x 0.9m = 6.8 kN / rafterNet Uplift = 0.58kPa x 4.8m x 0.9mNet Uplift = 2.5 kN/rafterDown:Net pressure co-efficient (C p,n ) = 1.05AS 4055Table B2Vh,s= 32 m/s2Pressure = 0.6 x V h,s x 10 -3 x C p,n= 0.6 x 32 2 x 1.05= 0.65kPaAS 4055Table 20.65kPa x 4.8m x 0.9m= 2.8 kN / rafter3. Load CombinationsStrength limit state: = 1.2G + 1.5Q AS/NZS1170.0Cl.4.2.2= 1.2G + W u + ω c QQ = 0 under max. downward wind loading= W u ↑ -0.9 GServiceability limit state: G AS/NZS1170.0Cl.4.3ω s Q (ω s = 0.7 for roofs)WAS/NZS1170.0sT4.14. Capacity Factor and Strength Modification FactorsThe relevant factors for beam design are:Bending (φk 1 k 4 k 6 k 9 k 11 k 12 )ShearDeflection(φk 1 k 4 k 6 k 11 )65Refer toAS1720.1-1997or Error!Referencesource notfound. of thismanual for thefollowingreferences(j 2 j 6 )AS1720.1-1997φ = 0.9 for LVL in all structural elements in houses Table 2.5k 1 = 0.57 for permanent loads such as roof self Table 2.7