View
223
Download
5
Category
Preview:
Citation preview
2. Methodology
5. Evalutaion of the results and
assessment of Eurocode 3
7. References
1. Hibbitt, Karlsson, Sorensen Inc. ABAQUS, (2010) ABAQUS/Standard user’s manual volumes I–III and ABAQUS CAE manual. Version 6.10. USA: Pawtucket 2. Theofanous M, Gardner L. Report on tests (material, stub columns and beams). HILONG Background document D2.1, 2014: Pawtucket: 2010
6. Conclusions
4. Parametric studies
3. Development of FE model and validation against
11 & 11 bending tests
1. Introduction
0.00
0.20
0.40
0.60
0.80
1.00
1.20
0.00 2.00 4.00 6.00 8.00
M /
Mp
l
θ / θpl
experimental
no imperfections
measured imperfections
t/100
t/50
t/10
Dawson & Walker
0.00
0.20
0.40
0.60
0.80
1.00
0.00 2.00 4.00 6.00
M /
Mp
l
k / kpl
experimental
no imperfections
measured imperfections
t/100
t/50
t/10
Dawson & Walker
Figure 3.1 Typical experimental and numerical failure modes of RHS
and SHS 3pt and 4pt bending beams respectively
Figure 1.1 Application of HSS at the Friends Arena Stadium in
Sweden and at the Airbus Hangar in Frankfurt, Germany
Figure 3.2 Typical experimental and numerical curves - moment-rotation for 3point bending
and moment-curvature for 4point bending
Varying thickness to provide cross-sectional
slenderness ct/ε = 10÷90
t = 1.52÷10.03mm for steel grade S460
t = 1.89÷11.71mm for steel grade S690
Three testing configurations
3pt bending test with beam span of L=10xH
3pt bending test with beam span of L=20xH
4pt bending test with beam span of L=20xH
Three sections with aspect ratios 1.0, 2.0 and 2.44:
SHS 100x100 (H/B=1)
RHS 200x100 (H/B=2)
RHS 200x100 (H/B=2.44)
The aim of the current study is to investigate the
structural response of HSS beams. To achieve this, the
following methodology is adopted:
Development of finite element (FE) model
Validation of the FE model against the
experimental results of HILONG project
Execution of parametric studies
Evaluation of the results
Assessment of Eurocode 3
The general purpose FE software ABAQUS [1] is
utilized for the fulfilment of the aforementioned steps.
Both linear (Eigenbuckling) and non-linear (Riks)
analysis are performed during the research, whereas
the 4-noded elements (S4R) with material properties
from HILONG project [2] are incorporated in the
models.
11 (3 point, L/H=10) & 11 (4point, L/H=20) bending tests were validated
5 imperfection magnitudes were assessed
0.0
3.0
6.0
9.0
12.0
15.0
18.0
0 10 20 30 40
Ro
tati
on
cap
acit
y
Flange slenderness (c / tε)
Class 1 limit S460 - SHS - 3pt (L/H=20)
S460 - RHS_2 - 3pt (L/H=20)
S460 - RHS_2.44 - 3pt (L/H=20)
S690 - SHS - 3pt (L/H=20)
S690 - RHS_2 - 3pt (L/H=20)
S690 - RHS_2.44 - 3pt (L/H=20)
EN 1993-1-1 Class 1 limit
0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
1.8
15 25 35 45 55 65 75 85
Mu
/ M
pl
Flange slenderness (c / tε)
Class 2 limit S460 - SHS - 4pt (L/H=20)
S460 - RHS_2 - 4pt (L/H=20)
S460 - RHS_2.44 - 4pt (L/H=20)
S690 - SHS - 4pt (L/H=20)
S690 - RHS_2 - 4pt (L/H=20)
S690 - RHS_2.44 - 4pt (L/H=20)
EN 1993-1-1 class 2 limit
0.00.20.40.60.81.01.21.41.61.82.0
15 25 35 45 55 65 75 85
Mu
/ M
el
Flange slenderness (c / tε)
Class 3 limit S460 - SHS - 4pt (L/H=20)
S460 - RHS_2 - 4pt (L/H=20)
S460 - RHS_2.44 - 4pt (L/H=20)
S690 - SHS - 4pt (L/H=20)
S690 - RHS_2 - 4pt (L/H=20)
S690 - RHS_2.44 - 4pt (L/H=20)
EN 1993-1-1 class 3 limit
Figures 5.1, 5.2, 5.3: Assessment of Eurocode 3 slenderness limits
Slenderness limits=codified
treatment of local buckling
Depend on the support
conditions of the constituent
plate elements, the imposed
stress distribution and the
material yield strength
Overall very good agreement between experimental and
numerical results was achieved
Conclusions regarding the applicability of slenderness
limits for HSS Class 1 limit not suitable for plastic design
Class 2 limit slightly unconservative
Class 3 limit non-economic
Figure 4.1: Typical linear and non-linear
buckling for SHS 3pt and 4pt bending tests
Numerical study of the structural response of S460 & S690 beams
Gkantou Michaela1, Baniotopoulos Charalampos1, Theofanous Marios1, Hemida Hassan1 1 School of Civil Engineering, University of Birmingham, UK
Increasing demands for sustainable and light structures
together with the technological advances in material
science brought high strength steel (HSS) into the
construction market over the past decades. The principal
benefit that HSS offers is the weight reduction which is
achieved thanks to its high yield capacity. Apart from
that, benefits by the use of HSS in building applications
include more elegant and iconic solutions as well as
more sustainable design due to reduced raw material,
energy use and carbon emissions. Applications of HSS
in building engineering are depicted in Figure 1.1.
Recommended