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BS 5950-1990 Example 001 - 1

BS 5950-1990 Example 001

WIDE FLANGE SECTION UNDER BENDING

EXAMPLE DESCRIPTION

The frame object moment and shear strength is tested in this example.

In the example a simply supported beam is laterally restrained along its fulllength and is subjected to a uniform factored load of 69 kN/m and a factored

point load at midspan of 136 kN. This example was tested using the BS 5950-1990 steel frame design code. The moment and shear strengths are compared

with independent hand calculated results for the program chosen section.

GEOMETRY,PROPERTIES AND LOADING

L=6.5 m

TECHNICAL FEATURES TESTED

Steel Frame Section Optimization Section Compactness Check (Bending) Section Bending Capacity Section Shear Capacity

Material Properties

E = 205000 MPa

v = 0.3G = 78846.15 MPa

Loading

W = 69 kN/mP = 136 kN

Design Properties

Ys= 275 MPa

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BS 5950-1990 Example 001 - 2

RESULTS COMPARISON

Independent results are hand calculated based on the methods in Example 2 on

page 5 of the SCI Publication P326, Steelwork Design Guide to BS5950-1:2000Volume 2: Worked Examples by M.D. Heywood & J.B. Lim.

Output Parameter SAP2000 Independent

PercentDifference

Optimized Section UB533x210x92 UB533x210x92 0.00%

Compactness Class 1 Class 1 0.00%

Design Moment,M33(kN-m)

585.4 585.4 0.00%

Design Shear, Fv(kN) 292.3 292.3 0.00%

Moment Capacity,Mc(kN-m)

649.0 649 0.00%

Shear Capacity, Pv(kN) 888.4 888.4 0.00%

COMPUTER FILE: BS5950-1990EX001

CONCLUSION

The results show an acceptable comparison with the independent results.

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BS 5950-1990 Example 001 - 3

HAND CALCULATION

Properties:

Material:

E = 205000 MPa

Ys= 275 MPa

1.0 275y s

Y MPa

Section: UB533x210x92

Ag= 11,700 mm2

D = 533.1 mm, b = 104.65 mm

t = 10.1 mm, T = 15.6 mm

2 533.1 2 10.1 501.9d D t mm

Z33= 2,072,031.5 mm3

S33= 2,360,000 mm3

Loadings:

Paxial= 0

wu= (1.4wd+ 1.6wl)=1.4(15) + 1.6(30) = 69 kN/m

Pu= (1.4Pd+ 1.6Pl)=1.4(40) + 1.6(50) = 136 kN

2 269 6.5 136 6.5

8 4 8 4

u u

u

w l P l M

585.4u

M kN m

69 6.5 136

2 2

u u

v

w l PF

292.3v

F kN

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BS 5950-1990 Example 001 - 4

Section Compactness:

0

g y

PR

A (since there is no axial force)

533.115.6 0 250.95

2 2 2c

y

D PT

t

250.951

/ 2 501.9 / 2

c

d

275 2751

275y

Localized Buckling for Flange:

104.656.71

15.6

b

T

8.5 8.5p

6.71 8.5p ,No localized flange buckling

Flange is Class 1

Localized Buckling for Web:

501.949.69

10.1

d

t

1 2 , so:

79 79 179

0.4 0.6 0.4 0.6 1p

49.69 79p

,No localized web buckling

Web is Class 1.

Section is Class 1.

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BS 5950-1990 Example 001 - 5

Section Shear Capacity:

2

2 533.1 10.1 5,384.31

vA Dt mm

2 20.6 0.6 275 5384.31v y vP A

2 888.4

vP kN

Section Bending Capacity:

With Shear Reduction:

20.6 533 292.3

v vP kN F kN

So no shear reduction is needed in calculating the bending capacity.

33 331.2 275 2,360,000 1.2 275 2,072,031.5

c y yM S Z

649 683.77c

M kN m kN m

649c

M kN m