1 Introduction For this coursework, two steel beams; one secondary, one primary and a column has been designed according to Eurocode 3. The figure shows the first floor of the structure, which in total consists of three. The secondary beam designed is the one in the very centre of the structure, carrying load acting on the slab from three meters from each side, transferring it to the primary beam it is connected to as a point load, which transfers the load to the column, which finally transfers it with the moment acting on it due to eccentricity of the structure to the foundation of the structure. While designing the column, attention paid to the size of the primary and secondary beams, which are connected to the column. Thickness of web and flange and the height and width of the sections were taken in account, so the connections and design was possible and logical.
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Steel Design to Eurocode 3 University of Sheffield Structural Engineering Masters
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1
Introduction
For this coursework, two steel beams; one secondary, one primary and a column has been designed according to Eurocode 3.
The figure shows the first floor of the structure, which in total consists of three. The secondary beam designed is the one in the very centre of the structure, carrying load acting on the slab from three meters from each side, transferring it to the primary beam it is connected to as a point load, which transfers the load to the column, which finally transfers it with the moment acting on it due to eccentricity of the structure to the foundation of the structure.
While designing the column, attention paid to the size of the primary and secondary beams, which are connected to the column. Thickness of web and flange and the height and width of the sections were taken in account, so the connections and design was possible and logical.
2
Design of Secondary Beam A-B to Eurocode 3
Ultimate Load
Ultimate Load is given by; 1.35 q + 1.50 q
gk = (2.5 + 0.2 + 0.8 + 1) = 4.5 kN/m2
qk = 3.5 kN/m2
1.35 gk + 1.50 qk = 11.325 kN/m2
Assume S355 Steel is used
Loading on the Beam
There are secondary beams at each 3 meters, so each single beam will get 3 meters of the Ultimate Load from the slab,
Loading on the Beam = 11.325 × 3 = 33.975 kN/m
Maximum Moment is given by q × l2 / 8 for a simply supported beam with a uniform loading,
MEd = 33.975 × 92 / 8 = 344 kN m
VEd = 33.975 × 9 / 2 = 152.8875 kN
Assume the chosen beam to be Class 1
MC,Rd = Mpl,RD = Wpl × fy / γMO
Wpl = Mpl,Rd × γMO / fy
Wpl > MEd × γMO / fy
Plastic Modulus should be greater than MEd / fy × γMO
Wpl > MEd × γMO / fy
Wpl > 344 × 106 × 1 / 355 = 969.01 cm3
Choose Section : 457 × 152 × 74UB
Section Properties
h = 462 mm b = 154.4 mm tw = 9.6 mm tf = 17 mm r = 10.2 mm Wpl = 1627 cm3
I = 32670 cm4 A = 94.5 cm2
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Class Determination of the Section
For Flanges
c = ( b – tw – 2 × r ) / 2
c = ( 154.4 – 9.6 – 2 × 10.2 ) / 2 = 62.20 mm
c / tf = 3.6588
For Web
c = ( h – 2 × tf – 2 × r ) / 2
c = ( 462 – 2 × 17 – 2 × 10.2 ) = 407.6 mm
c / tw = 42.4583
Flange thickness tf = 17 mm < 40 mm
hence from table 4.2 fy = 355 N/mm2
ε = ( 235 / fy ) 0.5 = 0.8136
From table 4.4
c / tf = 3.6588 < 9 × ε = 7.3224
c / tw = 42.4583 < 72 × ε = 58.57
The section is Class 1 As Assumed
Resisting Of Cross Section
Bending Resistance
MEd = 344 kN m
Mpl,Rd = Wpl × fy / γMO [ Plastic Moment Of Resistance ]
Deflection Check is OK, The Chosen Section 533 × 210 × 101UB is suitable for the primary beams.
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Column Design to Eurocode 3
Assume Section : 254 × 254 × 107UC
Section Properties:
Depth Of Section(h) = 266.7 mm, Width Of Section(b) = 258.8 mm, Thickness of Web(s) = 12.8 mm, Thickness of Flange(t) = 20.5 mm, Root of Radius(r) = 12.7 mm, Second Moment Of Inertia(x-x axis) = 17510 cm4, Second Moment Of Inertia(y-y axis) = 5928 cm4, Radius Of Gyration(x-x axis) = 11.3 cm, Radius Of Gyration(y-y axis) = 6.59 cm, Elastic Modulus(x-x axis) = 1313 cm3, Elastic Modulus(y-y axis) = 458 cm3, Plastic Modulus(x-x axis) = 1484 cm3, Plastic Modulus (y-y axis) = 697 cm3, Area Of Section = 136 cm2