Steel Buildings in Europe

Title 6.5 Worked Example – Column base 3 of 3 5 – 107 To check that the effective area fits on the base plate: h + 2 c = 320 2 93   = 506 mm < 600 mm b + 2 c = 300 2 93   = 486 mm < 600 mm Therefore the calculated value of c is valid (otherwise recalculate c ). 6.3. Base plate thickness t p,min = y,p M0 jd 3 f f c  Ref (3) f jd = 1,5 20 3 2 3 2 cd    f  = 20 N/mm 2 Yield strength of the 50 mm plate, f y,p = 255 N/mm 2 t p,min = 255 93 3 20 1, 0   = 45 mm t p = 50 mm > 45 mm OK 6.4. Base plate welds (Shear resistance of column-to- base weld) Basic requirement: V Ed  eff,shear w,Rd l F  Ref [4] Ultimate tensile strength of the 50 mm plate, f u,p = 410 N/mm 2 F w,Rd = f a  vw,d = a f  w M2 u 3   = 0, 7 8 0,85 1, 25 410 3    = 1248 N/mm ℓ eff,shear = 2 ( l – 2 s ) =   2 100 2 8   = 168 mm F w,Rd  ℓ eff,shear = 3 168 10 1248    = 210 kN F w,Rd from § 4.5.3.3(3) V Ed = 100 kN ≤ 210 kN OK