STEEL BEAM ANALYSIS & DESIGN (BS5950)

In accordance with BS5950-1:2000 incorporating Corrigendum No.1TEDDS calculation version 3.0.05

Load Envelope - Combination 1

0.0

0.562

mm 51801A B

Bending Moment Envelope

0.0

1.884

kNm

mm 51801A B

1.9

Shear Force Envelope

0.0

1.455

-1.455

kN

mm 51801A B

1.5

-1.5

Support conditionsSupport A Vertically restrained

Rotationally freeSupport B Vertically restrained

Rotationally free

Applied loadingBeam loads Dead self weight of beam u 1 Span 1 loads Dead UDL 0.235 kN/m from 0 mm to 5180 mm

Load combinationsLoad combination 1 Support A Dead u 1.40

Imposed u 1.60Span 1 Dead u 1.40

Imposed u 1.60Support B Dead u 1.40

Imposed u 1.60

Analysis resultsMaximum moment; Mmax = 1.9 kNm; Mmin = 0 kNmMaximum shear; Vmax = 1.5 kN; Vmin = -1.5 kNDeflection; Gmax = 4.9 mm; Gmin = 0 mmMaximum reaction at support A; RA_max = 1.5 kN; RA_min = 1.5 kNUnfactored dead load reaction at support A; RA_Dead = 1 kNMaximum reaction at support B; RB_max = 1.5 kN; RB_min = 1.5 kNUnfactored dead load reaction at support B; RB_Dead = 1 kN

Section detailsSection type; I 100x100x16.9 (Continental)Steel grade; S275From table 9: Design strength pyThickness of element; max(T, t) = 8.0 mmDesign strength; py = 275 N/mm2

Modulus of elasticity; E = 205000 N/mm2

100

6100

88

Lateral restraintSpan 1 has lateral restraint at supports only

Effective length factorsEffective length factor in major axis; Kx = 1.00Effective length factor in minor axis; Ky = 1.00Effective length factor for lateral-torsional buckling; KLT.A = 1.00;

Classification of cross sections - Section 3.5H = [275 N/mm2 / py] = 1.00

Internal compression parts - Table 11Depth of section; d = 68 mm

d / t = 11.3 u H

Outstand flanges - Table 11Width of section; b = B / 2 = 50 mm

b / T = 6.3 u H OL0 - Allowance should be made for lateral-torsional bucklingBending strength - Section 4.3.6.5Robertson constant; DLT = 7.0Perry factor; KLT = max(DLT u (OLT - OL0) / 1000, 0) = 0.347Euler stress; pE = S2 u E / OLT2 = 287.2 N/mm2

ILT = (py + (KLT + 1) u pE) / 2 = 331 N/mm2Bending strength - Annex B.2.1; pb = pE u py / (ILT + (ILT2 - pE u py)0.5) = 156.1 N/mm2Equivalent uniform moment factor - Section 4.3.6.6Moment at quarter point of segment; M2 = 1.4 kNmMoment at centre-line of segment; M3 = 1.9 kNmMoment at three quarter point of segment; M4 = 1.4 kNmMaximum moment in segment; Mabs = 1.9 kNmMaximum moment governing buckling resistance; MLT = Mabs = 1.9 kNmEquivalent uniform moment factor for lateral-torsional buckling;

mLT = max(0.2 + (0.15 u M2 + 0.5 u M3 + 0.15 u M4) / Mabs, 0.44) = 0.925Buckling resistance moment - Section 4.3.6.4Buckling resistance moment; Mb = pb u Sxx = 13.5 kNm

Mb / mLT = 14.6 kNm

PASS - Buckling resistance moment exceeds design bending moment

Check vertical deflection - Section 2.5.2Consider deflection due to dead loads

Limiting deflection;; Glim = Ls1 / 240 = 21.583 mmMaximum deflection span 1; G = max(abs(Gmax), abs(Gmin)) = 4.854 mm

PASS - Maximum deflection does not exceed deflection limit