EN 1993-1-1:2005(E)

Cross-section HEA200Steel quality S355Eccentricity

Properties of Cross Section

Half Cross-section

Strengthening flanges

Cross-section

RESULTS

t f (cm) = 1 Cross-section Check 0,06 OK

t w (cm) = 0,65

h (cm) = 19 0

b (cm) = 20d (cm) = 17

A (cm 2 ) = 53,8 0,00 53,8I y (cm 4 ) = 3690 3690

I z (cm 4 ) = 1340 1340

W el,y (cm 3 ) = 389 389W el,z (cm 3 ) = 134 134W pl,y (cm 3 ) = 407 0 407W pl,z (cm 3 ) = 511 511f y (N/mm 2 ) = 355,0 355,0

i y (cm) = 8,28 8,28

i z (cm) = 4,99 4,99G (kg/m) = 42,23 0,00 42,23

γΜ0 = 1,32

γΜ1 = 1,44

Eccentricity e (m)= 0,000

Acting Section Forcesγ 1,00

Eccentricity e (m)=0,00

γ1,00

N = 15 kN

middle M y = 0,0 kNm

max support M y = 1,0 kNm

min support M y = 1,0 kNm

M y = 1,0 kNm

V z = 3,0 kN

M z = 8,0 kNm

V y = 2,0 kN

Class 2 Κατηγορία διατομής

EC3 - Uniform Members in bending and Axial force

Section Forces Acting Simultaneously

A = 53,80 cm2

I y = 3690,00 cm4

I z = 1340,00 cm4

γ Μ0 = 1,32f yd = 268,94 MPa

ActionsN Ed = 15 kN

M y,Ed = 1 kNm

V z,Ed = 3 kN

M z,Ed = 8 kNm

V y,Ed = 2 kN

ResistancesA v,z = 12,84 cm2

A v,y = 40,00 cm2

V z,Rd = 199,43 kN

V y,Rd = 621,09 kN

Class 2W y = 407,0 cm3

W z = 510,5 cm3

M y,Rd = 109,4 kNm

M z,Rd = 137,3 kNm

Bending and Shear force (par. 6.2.8)

V z,Ed /V z,Rd = 0,00 < 0,50 NOT reduce of moment resistance is required

V y,Ed /Vy ,Rd = 0,00 < 0,50 NOT reduce of moment resistance is required

ρ y = 0,00

ρ z = 0,00

M y,V,Rd = 109,45 kNm

M z,V,Rd = 137,29 kNm

Bending and Axial force (par. 6.2.9) without reduced moment resistance due to shear

n= 0,01

a w = 0,50

a f = 0,50

M N,y,Rd = 109,45 kNm β= 1 >1

M N,z,Rd = 137,29 kNm

0,06 < 1 OK 6.41

(A) Check against Resistance of Gross Cross Section

b

RdzN

Edz

a

RdyN

Edy

M

M

M

M

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