20 mm Thk. Plate Shear Capacity Check

Resultant force = 140 kN/m

Cl. 4.2.3Design Shear Force Fv 96.5 kN (Appendix A-1)Pv 0.6Av 0.6(0.9A ) 0.6 x 355 x (0.9 x 600 x 20) / 103 2236 kNPv 2236kN Fv96.5 kN Okay Section is adequate in bendingBending Capacity Check Mx 10.94 kNm(Appendix A-1)Fv 0.6Pv 0.6 (2236 kN) 1342 kN

Fv 40.25 kN 0.6Pv 140 kN Use low shear equation

Mcx 13.8 kNm

Maximum applied moment, Mx 10.98 kNm Mcx 13.8 kNm Okay Section is adequate in bending

DeflectionDeflection due to characteristic imposed load, (Span/200) (Table 8) 1000/200 5 mmMax. deflection of beam carrying uniform loading,

= 0.15 mmSince 5 mm 0.15 mm Section is adequate with respect to deflectionRev.02Page 1