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
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