DESIGN CHECK OF STIFFENER PLATE

INPUT DATA

Deck Beam Flange Insert Equivalent units

Modulus of Elasticity E Mpa Ksi

Yield Stress Fy Mpa Ksi

Depth d mm inch

Width b mm inch

Web Thickness tw mm inch

Flange Thickness tf mm inch

Axial Force, P= kN

Stiffener Plate Fyst = Mpa Ksi

Stiffener Minimum Size:

1 Width ≥ b / 3 + tf / 2 ≥ mm in.

2 Thickness ≥ ½ thickness of flange ≥ mm in.

or plate delivering the load

Check for Compression

Beam Web

h 0.75h

Stiffener Plate Size

0.75 h = mm Width = > 73.74 OK

25 tw = mm Thickness = > 8.7 OK

2 x Area = mm2

215.9 8.50

W8x48

200000 29007.60

345 50.04

50.04

205.99 8.11

10.16 0.40

17.4 0.69

2.90

8.7 0.34

Stiffener Plate

135.825 97

Effective web

73.74

254 10

1940

50

345

tw

25tw

Y

X

Section Properties:

Cc =

KL = 0.75h = mm

Inertia of Section Ix = mm4

Inertia of Section Iy = mm4

Total Area A = mm2

Least Radius of Gyration r = ( I/A )1/2 mm

KL/r =

Eq. E2-1 ( kL/r < Cc ) Eq. E2-2 ( kL/r > Cc )

Allowable Axial Stress Fa = N/mm2

Actual Axial Stress fa= N/mm2 0.13

Capacity at Section = AxFa = kN

kips

U.C.=

135.825

1.54E+06

1.39E+07

1940

28.20

4.82

204.72

397.15

89.28

25.77

106.97

3(kL/r)

(kL/r)2

(kL/r)3

8Cc 8Cc3

1-2Cc2

Fy

+53

Fa =

12 2 E

23 (kL/r)2Fa =