BUCKLING AND ULTIMATE LOADS FOR PLATE GIRDER WEB PLATES UNDER EDGE LOADING
Master Thesis – Plate buckling in design codes
Transcript of Master Thesis – Plate buckling in design codes
Plate buckling in design codes The difference between NEN 6771 and NEN-EN 1993-1-5
Master Thesis
M.J.M. van der Burg
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
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Plate buckling in design codes The difference between NEN 6771 and NEN-EN 1993-1-5
Delft University of Technology
The Netherlands
Faculty of Civil Engineering and Geosciences
Department of Design and Construction
Section of Buildings and Civil Engineering Structures
Movares Netherlands B.V.
Division of Infrastructure
Section of Constructions
M.J.M. van der Burg
Student number: 1220934
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
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BOARD OF EXAMINATION:
Prof. ir. F.S.K. Bijlaard Delft University of Technology
Faculty of Civil Engineering and Geosciences
Department of Design and Construction
Section of Buildings and Civil Engineering Structures
Ir. R. Abspoel Delft University of Technology
Faculty of Civil Engineering and Geosciences
Department of Design and Construction
Section of Buildings and Civil Engineering Structures
Dr. ir. M.A.N. Hendriks Delft University of Technology
Faculty of Civil Engineering and Geosciences
Department of Design and Construction
Section of Structural Mechanics
Ing. B.H. Hesselink Movares Netherlands B.V.
Division of Infrastructure
Section of Constructions
Ir. L.J.M. Houben Delft University of Technology
Faculty of Civil Engineering and Geosciences
Secretary
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Preface
This thesis is made as a final project of my Civil Engineering master education at Delft University of
Technology, where I attended the Structural Engineering master. Most of the work for this thesis has
been done at Movares Netherlands B.V. between August 2010 and February 2011. I am very grateful
for the opportunity to do an internship at large company, which was a very educational experience
and a good addition to the knowledge gained at the university itself.
The subject of this thesis is plate buckling in steel structures and how various design codes treat this
subject. It is interesting to see how such a complicated phenomenon can be approached with
relatively simple methods, which still can give accurate design capacities. However, the different
methods also give different capacities. In this thesis it is clarified where these differences originate
from and which methods should be chosen in varying situations.
I would like to thank prof. ir. Bijlaard, ing. Hesselink, ir. Abspoel and dr. ir. Hendriks. Not only for their
tips and guidance during the research for this thesis, but also for proof-reading the final result.
May 2011,
Mark van der Burg
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Abstract
Slender steel plates loaded in compression will buckle out of plane before their cross-sectional
capacity is reached. Precisely determining the failure load in an analytical way is an impossible
exercise. Therefore many researchers have put effort into finding a simple design method, which
would still predict the plate buckling load with the required accuracy. Many different methods have
been developed, some of which have been adopted in the currently valid design code in the
Netherlands. Some preliminary calculations showed that the Eurocode (NEN-EN 1993-1-5) gives
much more plate buckling capacity then the Dutch code (NEN 6771). This observation was the start
of this thesis, of which the main goal is to find and explain the differences between the two design
codes. A secondary goal is to formulate an advice as to what method in the Eurocode is the best to
use.
Most of the simple methods for plate buckling can be classified as either an effective cross-section
method or a reduced stress method. There are fundamental differences between these two
methods, which are analyzed and clarified in this thesis. It is found that in general the effective cross-
section method delivers a higher buckling capacity, but this method is also more labour-intensive. An
important element in every method is the reduction factor to the stress or steel area that is used.
Again different researchers came up with different reduction factors, so the influence of those
reduction factors is also analyzed.
With the use of some example cross-sections the difference in plate buckling capacity between NEN
6771 and NEN-EN 1993-1-5 in practical design situations is explored. Indeed the Eurocode always
gives more capacity, which was to be expected when analyzing the methods in detail. Later in the
thesis the plate buckling capacities have been verified using a finite element calculation in Ansys. In
all studied cases the design capacity according the Eurocode matched with the capacity according the
calculations in Ansys.
The fundamental principle of the effective cross-section method is the deformation capacity of
slender steel plates. This deformation capacity is needed in built-up members, to let slender plates
remain at capacity while more stocky plates deform further to their own buckling load. Ansys
calculations have been used in this thesis to confirm this fundamental phenomenon.
In analyzing the several plate buckling verification methods in the design codes it came to attention
that there are no requirements given for plate edges. This is in sharp contrast to stiffeners, which are
analyzed rather thoroughly. With the help of more finite element calculations to clarify this subject, it
was found that the global buckling verification ensures stability of the edges of plates in built-up
members.
As a final subject all understanding gained while working on this thesis is combined in giving a
guideline as to what method in NEN-EN 1993-1-5 is best used in what situation. Which method is
best depends on the goal of the plate buckling analysis.
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Table of contents:
Chapter 1: Introduction ...............................................................................................................9
1.1 Design codes .......................................................................................................................9
1.2 Plate structures ................................................................................................................. 10
1.3 Buckling ............................................................................................................................. 11
1.4 Verification methods ......................................................................................................... 12
1.5 Formulation of problem..................................................................................................... 13
Chapter 2: Verification methods ................................................................................................ 14
2.1 Effective cross-section vs. reduced stress method ............................................................. 14
2.1.1 Assumptions .............................................................................................................. 14
2.1.2 Procedure .................................................................................................................. 15
2.1.3 Difference in normal force capacity ............................................................................ 15
2.1.4 Difference in bending moment capacity ..................................................................... 15
2.1.5 Conclusion ................................................................................................................. 16
2.2 Reduction factors .............................................................................................................. 17
2.2.1 Euler .......................................................................................................................... 17
2.2.2 Von Kármán ............................................................................................................... 21
2.2.3 Winter ....................................................................................................................... 23
2.2.4 NEN 6771 ................................................................................................................... 23
2.2.5 NEN-EN 1993-1-5 ....................................................................................................... 24
2.2.6 Overview ................................................................................................................... 25
2.3 Verification methods in design codes................................................................................. 26
2.3.1 Inventory of methods ................................................................................................ 26
2.3.2 NEN 6771 ................................................................................................................... 26
2.3.3 NEN-EN 1993-1-5 ....................................................................................................... 27
2.3.4 Step by step guide...................................................................................................... 29
2.3.5 Bending moment capacity differences ....................................................................... 33
2.3.6 Normal force capacity differences .............................................................................. 35
2.3.7 Conclusion ................................................................................................................. 37
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Chapter 3: Design codes applied to example cross-sections ...................................................... 38
3.1 Capacities according design codes ..................................................................................... 38
3.1.1 I-shaped girder........................................................................................................... 39
3.1.2 Box girder .................................................................................................................. 40
3.1.3 Capacity differences ................................................................................................... 40
3.2 Influence of web slenderness ............................................................................................ 42
3.2.1 I-shaped girder........................................................................................................... 42
3.2.2 Box girder .................................................................................................................. 44
3.2.3 Conclusion ................................................................................................................. 44
3.3 Stiffeners according design codes ...................................................................................... 45
3.3.1 Capacity at given dimensions of plate and stiffener .................................................... 45
3.3.2 Minimum stiffener dimensions for full Winter capacity .............................................. 46
3.3.3 Plate and stiffener dimensions needed for given capacity .......................................... 47
3.3.4 Conclusion ................................................................................................................. 49
Chapter 4: Finite element calculations....................................................................................... 50
4.1 Objective ........................................................................................................................... 51
4.2 Procedure .......................................................................................................................... 52
4.3 Verification of design code capacities ................................................................................ 55
4.3.1 Single plate in compression ........................................................................................ 55
4.3.2 Very slender plate in compression ............................................................................. 61
4.3.3 Single plate in bending ............................................................................................... 62
4.3.4 Conclusion ................................................................................................................. 64
4.4 Capacity of built up sections .............................................................................................. 65
4.5 Deformation capacity ........................................................................................................ 66
Chapter 5: Requirements for plate edges .................................................................................. 68
5.1 Hypothesis......................................................................................................................... 69
5.2 Outline .............................................................................................................................. 69
5.3 Sensitivity analysis ............................................................................................................. 70
5.3.1 Element and load step size ......................................................................................... 70
5.3.2 Shape of imperfection ................................................................................................ 71
5.4 Elastically supported plate ................................................................................................. 73
5.5 I-shaped member .............................................................................................................. 76
5.6 Conclusion ......................................................................................................................... 81
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Chapter 6: Conclusion and recommendation ............................................................................. 82
6.1 Conclusion ......................................................................................................................... 82
6.2 Recommendation .............................................................................................................. 82
6.3 Future research ................................................................................................................. 83
Chapter 7: References ................................................................................................................ 84
Annex A.1 Plate buckling capacity of a plate in bending ............................................................. 87
Annex A.2 Plate buckling capacity of a compressed plate ........................................................... 88
Annex B.1 Cross-sectional capacities calculated with codes ....................................................... 89
Annex B.2 Longitudinal stiffeners according codes ..................................................................... 92
Annex C.1 Log-file Ansys of single plate ..................................................................................... 94
Annex C.2 Log-file Ansys of elastically supported plate .............................................................. 97
Annex C.3 Log-file Ansys of I shaped member ............................................................................ 98
Annex D.1 Mathcad sheet for NEN-EN 1993-1-5......................................................................... 99
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Chapter 1: Introduction
Within the field of civil engineering a structural engineer deals with the design and analysis of load
bearing structures. These structures can be anything from a simple beam or column to a complete
bridge or building. Structural engineers should ensure that their designs meet every given design
criteria. Most of these criteria are focused on safety and serviceability. The safety aspect means that
a structure should not collapse under the expected loads. When these loads are exceeded a structure
should warn that it is about to collapse. Serviceability means that under the design loads with safety
factor 1.0, displacements and vibrations should be kept under certain limits, to ensure safe and
comfortable use of the structure.
Figure 1.1: Some general examples of structural engineering.
From top left to bottom right: Burj Khalifa, in Dubai. Golden Gate Bridge, in California.
Wembley Stadium, in London. Millau Viaduct, in France. Falkirk Wheel, in Scotland.
1.1 Design codes
The loads acting on a structure can include wind, snow, people, traffic, earthquake loads, self weight
and so on. Not only in the loads but also in the materials used in construction there is a lot of
variation. Even though most structures are built from either steel, concrete or a combination of the
two, all kinds of different varieties of steel and concrete exist. Design codes have been composed to
provide a guideline, not only as a tool to design a structure, but also for the authorities to check
whether a design is safe enough before giving a building permit. In these design codes magnitudes of
relevant loads on a structure are stated, as well as properties of materials and methods to analyze a
structure.
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Design codes are usually made by a committee of experts. Such a committee translates complicated
(statistical) data regarding load levels, research in material engineering and different calculation
methods into less complicated design graphs and formulas. An important part of this work is to
derive safety factors to ensure a design, made with a simplified analysis, still has the desired level of
safety against collapse. Once it is proven that the methods in the design standards provide a reliable
design, they can be used in practice by engineers. Now these engineers don’t have to prove why a
certain method, load or strength is applicable, since it is already done for them. In some situations a
more refined analysis might give a less conservative, cheaper design. If however something that is
not in the building code is used, the engineer would have to give proof that the method is correct
and applicable.
Most countries have their own institute to manage the development of new building standards. In
the Netherlands this is the ‘Nederlands Normalisatie-instituut’, which is also known as NEN (short for
‘NEderlandse Norm’). NEN is a neutral party which keeps track of the standards that are needed,
initializes development of standards and publishes them. These standard have a widely various field
of application, not only building and structural engineering, but anything from consumer goods to
paper sizes or sound levels of headphones.
All countries close to the Netherlands have similar agencies: the United Kingdom has the BSI Group
(British Standards Institution), Germany has the DIN (Deutsches Institut für Normung), Belgium the
NBN (Bureau voor Normalisatie or Bureau de Normalisation) and France the AFNOR (Association
Française de Normalisation).
Since the formation of the European Union there has been a desire for more cooperation between
European industries. The difference in national codes was a barrier in this process. As a solution the
CEN (Comité Européen de Normalisation or European Committee for Standardization) was formed to
create European Standards (ENs) which would eventually replace national standards. For example: in
the Netherlands plate buckling in steel structures was calculated according NEN 6771, but since 31
March 2010 it has been withdrawn and EN 1993-1-5 should be used.
1.2 Plate structures
Many small or medium sized steel structures use hot rolled profiles with a cross-section in the shape
of an I, H of U. These shapes are effective both in bending and in shear. Fabricating the profiles is
done by guiding steel which is still hot after casting through a series of rollers who successively press
it in the desired shape. Well known hot rolled profiles are IPE, HE and UNP sections.
Figure 1.2: Commonly used hot-rolled sections
IPE HE UNP
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A big advantage of these hot-rolled profiles is their low price compared to built-up members.
Disadvantages are the fact there is a maximum size in which they can be fabricated and the low
resistance against torsion. Both problems can be solved by creating a cross-section built up from flat
steel plates. These plates are welded together to form a single member. It is now possible to create
larger cross-sections, or make box sections for torsion members. In principle these sections are more
expensive due the amount of welding needed.
Plate members are widely used in for example bridges or large span roof structures. A first reason is
that the required cross-sectional dimensions might be larger than the largest available hot rolled
section. Secondly the cross-section properties can be adjusted to the forces in the member. Where
large forces are present, for instance the bending moment at the middle of a span, thicker flanges
can be used. This creates a more efficient member, compared to a rolled member with uniform
dimensions throughout its length. Another option is to keep the flange thickness constant, while
varying the web height to follow the bending moment distribution. This can lead to aesthetically
pleasing solutions.
1.3 Buckling
Buckling is an effect that occurs in structures which have a high stiffness in one direction and a low
stiffness in another. When a compressive load in the stiff direction is gradually increased, the
structure suddenly collapses without warning. Structures which are susceptible to buckling are for
instance slender columns in buildings or structures built up from thin plates.
A very simple example of buckling is a plastic coffee cup, which hardly deforms when gently pressing
down on it. However, if the pressure is further increased the cup suddenly buckles and shows
excessive deformation. Failure is finally caused by crippling of the cup. Even though a coffee cup is a
curved structure and therefore actually shows shell buckling, it is a clear analogue for plate buckling.
The same experiment can be done for column buckling with for instance a drinking straw.
Slowly applying load Still undeformed Buckling Crippling
Figure 1.3: Simple example of shell buckling
In a load-displacement diagram buckling is clearly shown. At first a structure behaves linear
elastically along the primary load path. When the applied load reaches the buckling load there is a
bifurcation point, where the structure starts to follow the secondary load path. This secondary path
has a lower stiffness compared to the primary path, which explains the sudden increase in
deformation. With columns this secondary load path is almost horizontal, while for most plate
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buckling case it still moves up. This means that a buckled plate can still have some capacity left after
initial buckling, also called the post buckling capacity. See also figure 1.4 for a schematic example of a
load-displacement diagram when buckling occurs.
Figure 1.4: Load-displacement diagram for elastic buckling (left: plate, right: column)
There are many ways to determine the theoretical elastic buckling load. For instance: the direct
equilibrium method, the virtual work method or via potential energy. These methods assume a
perfectly straight structure, without any initial deformation or residual stresses. In practice however
no structure is perfect. After fabrication, either by hot rolling or welding individual plates, every
beam or column will have an ever so slight bow or twist. As a result of uneven cooling of the steel
there will also be some residual stresses in the material. Both imperfections cause buckling to occur
at a lower stress than the theoretical elastic buckling stress, so design formulas have been developed
to quantify the influence of the imperfections. These formulas are mostly based on tests with
imperfect members.
1.4 Verification methods
When analyzing a steel structure preferably all stresses should be known exactly as they appear in
the real structure. This way a structural engineer would be able to check for every location if the
structure can carry the load. The problem with this method is that it is impossible to exactly calculate
the stress distribution, due to all kinds of local effects around welds or corners which introduce a
local stress peak. Since steel is a very ductile material these local stress peaks will not cause collapse.
When locally the yield stress is reached, redistribution occurs until a state of equilibrium is reached.
Even though a member under tension may already have local yielding at a small load, still the final
capacity will be the cross-sectional area times the yield stress.
In practice this ensures that beams and columns can be modeled by line elements. When the
structural forces (bending moment, normal and shear force) are calculated the most severely loaded
cross-sections are known. These cross-sectional forces can now be verified to the cross-sectional
capacities, which can be determined either elastic or plastic.
In case of a cross-section built up from slender plates, the cross-sectional capacity is lower than the
expected elastic or plastic capacity, due to local plate buckling. An extensive (finite element)
calculation can be carried out to find this local plate buckling capacity, as shown later in this thesis,
Bifurcation point
Load
Displacement
Secondary load path
Elastic
buckling load
Primary load path
Bifurcation point
Load
Displacement
Secondary load path
Elastic
buckling load
Primary load path
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but for daily practice this takes too much time. Also in the time when finite element calculations had
not been developed yet, plate buckling capacities where needed. Therefore methods have been
developed to reduce the cross-sectional capacity to account for local plate buckling. These generally
work by determining a reduction factor, which can then be applied over either the steel area or the
yield stress. In chapter three these methods are analyzed.
1.5 Formulation of problem
The problem researched in this thesis is the difference in the methods for determining plate buckling
capacities between NEN 6771 and NEN-EN 1993-1-5. A preliminary calculation showed that the
Eurocode can give a much higher capacity, in some cases up to several dozens of percent. The goal of
this research is to find out why this difference exists and if it is correct. In chapter 2 an inventory is
made of the different methods available in both design codes and where they originate from. In
chapter 3 it is investigated what the results are for some example cross-sections, to get a view of the
difference in capacity in commonly used cross-sections. The fourth chapter deals with verifying the
calculations according the codes with a finite element calculation made in Ansys.
Within the Eurocode, which is required in the Netherlands nowadays, a user can choose different
methods to calculate the plate buckling capacity of a cross-section. These give different values for
the capacity and have a different workload for the structural engineer. This thesis will give a
recommendation what method to choose in what situation, regarding both capacity and workload.
The methods compared are chapter 4 and 10 of NEN-EN 1993-1-5 and chapter 13 of NEN 6771.
The last main subject is the requirements in the design codes for plate edges. In both NEN and
Eurocode many requirements are given regarding stiffeners. A small sized stiffener will either not be
allowed or give very large reductions to the adjacent plate parts. A plate edge on the other hand is
considered as a perfect hinged support to a plate, even if this edge is formed by a very small flange.
This problem is addressed in chapter 5 using finite element calculations in Ansys.
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Chapter 2: Verification methods
Many different methods to determine the plate buckling capacity of steel plate cross-sections exist.
All these methods can be divided in two main groups: effective cross-section or effective width
methods (Dutch: doorsnede-reductiemethodes) and reduced stress methods (Dutch: spannings-
reductiemethodes). Within a method there still is a choice in the reduction factor to be used. This
chapter starts with an inventory of the different methods, before investigating how these differences
influence the calculated capacity of a steel cross-section.
2.1 Effective cross-section vs. reduced stress method
2.1.1 Assumptions
The effective cross-section method and the reduced stress method have a fundamental difference in
the approach for determining an approximation for the real stress distribution. The reduced stress
method checks at which stress level a plate part buckles, if a cross-section is built up from multiple
plate parts the lowest stress is governing for the entire cross-section. When the stress does not
exceed the critical stress, class 3 section properties can be assumed. The usual cross-section
verifications can be used, only with the yield stress multiplied by a reduction factor.
The effective cross-section method reduces the area of the cross-section in the parts affected by
plate buckling. This method was first introduced by von Kármán (1932), see also chapter 2.2.2. The
biggest difference with the reduced stress method is that the method assumes a buckled plate part
remains at capacity, so other plate-parts can also reach the buckled state. Due to this load shedding
there is in general a higher plate buckling capacity in a cross-section than when using the reduced
stress method. This effect is best visible in cross-sections with large differences in slenderness
between the individual plate parts.
Figure 2.1 shows the assumed stress-distribution for an I-shaped cross-section loaded by a bending
moment for both discussed methods.
Figure 2.1: Assumed stress distributions
d = fy;d
d < fy;d
fy;d
Effective cross-section method Reduced stress method
eN
d = buck;d
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2.1.2 Procedure
In general the procedures for the effective cross-section and the reduced stress method have
similarities, but also some key differences. The short lists of fundamental steps below clarify these
differences.
Effective cross-section method: Reduced stress method: - Divide cross-section in plate parts - Calculate reduction factor for each part - Multiply area of each plate part with its
own reduction factor - Use effective part of cross-section in
verifications
- Divide cross-section in plate parts - Calculate reduction factor for each part - Lowest factor is governing - Design stress equals governing factor
times yield stress - Use design stress in cross-section
verifications
It is now clear that the fundamental difference between the two methods is the assumption whether
the cross-sectional capacity is reached when the first plate part buckles or not. In the effective cross-
section method load shedding is allowed, until all plate parts reach the buckled state. An advantage
of using this load shedding effect in the cross-section is that in general a higher capacity is calculated.
This capacity will be a more realistic value, since load shedding does occur in cross-sections and
buckled plate parts maintain their carrying capacity when buckled. Further attention to this
phenomenon is paid in chapter 5.4. A disadvantage is the fact that when using an effective cross-
section method one has to recalculate the cross-sectional properties several times. When using a
frame program different models have to be made for different checks. In both situations this brings
extra workload to the engineer.
In daily practice a good procedure might be that a design is made using the reduced stress method,
taking advantage of the quicker calculation. If at some locations the design has an insufficient local
buckling capacity, instead of adding material a more refined calculation could be made using the
effective cross-section method.
2.1.3 Difference in normal force capacity
For a single unstiffened plate the effective cross-section and the reduced stress method should in
principle give the same capacity, as long as the reduction factor used is equal. For a load case of pure
compression this is easily calculated. The reduced stress method will multiply the reduction factor
with the yield stress, while the effective width method multiplies it with the width of the plate. These
procedures lead to the same plate buckling load:
Fbuckling = ( · fy) · b · t = fy · ( · b) · t or: Fbuckling = d · b · t = fy · Aeff
2.1.4 Difference in bending moment capacity
In a pure bending load case the effective width method will give a slightly higher capacity. The
assumed stress distribution (see figure 2.1) is closer to the real stress distribution, which gives a
higher capacity. Also the shift of the neutral axis is taken into account. Since the plate now has a gap
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in it, no simple formulas can be used as was the case with pure compression. First the location of the
neutral axis has to be determined using the first moment of area of the two parts. To calculate the
second moment of area with regard to the neutral axis, the rule of Steiner has to be used. These
more complicated formulas have been put in a spreadsheet, to plot the difference in capacity. Figure
2.2 shows that when a reduction factor of around 0.6 is applicable, the effective width method gives
about 10% more capacity than the reduced stress method using the same reduction factor.
Figure 2.2: Extra capacity when using effective cross-section method
Keep in mind that this difference in capacity for a plate in bending is only due to the assumed stress
distribution as shown in figure 2.1, and completely independent of the reduction factor . The
reduction factor itself has a much larger influence, which is shown in chapter 2.2.
2.1.5 Conclusion
In chapter 2.1 a comparison has been made between the effective cross-section and the reduced
stress method. The reduction factor has a large influence on the ultimate capacity, but in this
comparison an equal reduction factor for both methods is used, to clarify the difference caused by
the assumed stress distribution in the buckled state.
For a single plate loaded in compression the buckling load will be identical. When bending is
regarded the effective cross-section gives a slightly higher capacity. In a practical situation a plate
loaded in bending will be a web in a girder. Since the web only has a small contribution in the
bending moment of an I or box section the total bending moment capacity of the cross-section will
hardly be influenced by this effect.
An effect which does influence the capacity of a cross-section quite a lot is that when using the
effective cross-section method a buckled plate part remains at capacity when further loaded. The
cross-sectional capacity is no longer governed by the weakest link. This plays a larger role as the
difference in plate slenderness increases, but nevertheless the reduced stress method will always
give a lower or equal buckling load.
0
5
10
15
0,5 0,6 0,7 0,8 0,9 1,0
Per
cen
tage
[-]
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2.2 Reduction factors
Both the effective cross-section and the reduced stress method cannot be used without a way to
determine the reduction factor. In history many different forms of reduction factors have been
developed. In this chapter these are presented and their origin explained. NEN 6771 uses a formula
based on the critical Euler buckling stress, while NEN-EN 1993-1-5 uses a formula first introduced by
Winter, which is based on the effective width theory by von Kármán. These formulas all calculate the
reduction factor () using the relative slenderness (rel) of the plate. The relative slenderness is
defined using only geometrical and material properties:
plate slenderness
specific slenderness
relative slenderness
2.2.1 Euler
The critical Euler plate buckling stress ( ) is the starting point for every method, since it is used to
determine the relative plate slenderness. It is the stress level at which buckling occurs in a perfect
plate. No imperfections are taken into account, and linear elastic material is assumed. The critical
stress can be derived in many ways, for instance via direct equilibrium equations or a virtual work
method. In this thesis a potential energy method is used. The definition of the plate, its properties,
relevant axis and displacements can be found in the following figure.
Figure 2.3: Definition of a single plate
u
nxx
x
y
z
w
x u
v
y
a
b
z w
E, , t
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The most general form of the potential energy equation is:
In other words, the elastic potential energy is the half of strain times stress, summed up over every
direction and integrated over the entire structure. This equals to the area under a linear stress-strain
curve. The potential energy lost by the load is equal to the work done by the load, which is force
times displacement.
For a minimum of potential energy for every δu it should hold that:
In this case the elastic potential energy is due to bending of the plate. For a very small plate part with
dimensions dx and dy loaded by distributed bending moments along its edges the following holds for
bending in x, bending in y and twisting:
For relating moment to curvature these expressions are available from general plate theory:
Adding the three components, integrating over the area of the plate and substituting the moments
we get the total elastic potential energy of the plate:
x
y
z
dx
dy mxx
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The potential energy lost by the load is given by:
The next step is to assume a displaced shape due to the buckling of the plate. One half sine wave in y
direction and m half waves in x direction are used. This equates to:
Using this displaced shape implies that a must be larger than b, i.e. a large aspect ratio. Because the
buckles are perfectly sinusoidal, only thin plates are covered.
All necessary information for calculating the buckling load is present. The next step is to obtain the
partial differentials and substitute them in the potential energy equations.
Substituting and simplifying gives elastic potential energy:
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
20
Substituting and simplifying gives potential energy in the load:
This makes the total potential energy in the structure:
There is a minimum of potential energy when the first order variation is set to zero:
Since the second order variation will lead to the same equation as above, the equilibrium is classified
as indifferent. Further elaboration gives the critical plate buckling stress:
This expression for the critical elastic buckling stress can be applied for all types of plates. The factor
k is called buckling factor, and is used to take into account the influence of the load case, support
conditions and aspect ratio. The here derived buckling factor is valid for a simply supported plate,
loaded by pure compression. The influence of the aspect ratio can be found in figure 2.4.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
21
Figure 2.4: Influence of aspect ratio on buckling factor
In many design codes the aspect ratio is not taken into account in the plate buckling calculations. For
a simply supported plate in compression it is taken as 4.0, since the error made is relatively small and
on the safe side. In the table below the standard buckling factors for more situations are given.
Internal element Outstand element
Compression 4.0 0.43
Bending 23.9 23.8 (compression at support)
0.85 (tension at support)
Table 2.1: Buckling factors
The critical buckling stress can directly be used in a reduced stress method. In some codes however it
is preferred to give a formula for a reduction factor expressed in the relative plate slenderness. In the
case of the Euler critical stress this leads to:
This reduction factor 1/2 is widely known as the Euler hyperbola.
2.2.2 Von Kármán
Many researchers showed that the actual ultimate carrying capacity was much larger than the critical
load. This was most obvious with the more slender plates. Stockier plates have an ultimate load
based on yielding, which can be smaller than the critical plate buckling load. Slender plates on the
other hand showed an extra post buckling capacity after passing the initial buckling load.
0
1
2
3
4
5
6
7
8
0,0 1,0 2,0 3,0 4,0 5,0
k [-
]
a[-]
m=1 m=3
m=4
m=5
m=2
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
22
The elastic critical buckling stress in 2.2.1 is derived using the assumption that the stress distribution
stays linear. What actually happens in a buckled plate is stress redistribution away from the buckled
part. The real stress distribution is a complex combined action of membrane stress induced by the
load, bending stress due to the buckled shape and shear stress because of the rotation at the corners
of the plate. There have been developed methods for analyzing a plate with this approach, for simple
design purposes however these are too advanced to use.
In 1932 Theodore von Kármán introduced the concept of effective width. He stated that (at a given
thickness) a fictitious plate with the width of beff would have the critical stress equal to the yield
stress. If the actual plate has larger width, the capacity would be the same as that of the fictitious
plate. In a plate the real stress distribution is approximated, or replaced, with two strips which
describe the load carrying effective width of the plate.
Figure 2.5: Stress distribution after buckling,
the von Kármán assumption for effective width.
With the above assumed stress distribution the reduction factor can be derived by replacing the
critical stress with the yield stress and the actual width with the effective width.
Although von Kármáns method gained reputation as a reliable way to determine the ultimate load of
a plate, the method was still based on plates without initial imperfections. When compared to test
results it was only valid for large b/t ratios, where initial imperfections have a smaller influence.
However, von Kármán still is the first researcher to propose a reduction factor function and has had a
large influence on all simplified design methods for plate buckling.
b
cr
x
a
fy
beff/2
beff/2
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
23
2.2.3 Winter
Since no manufactured plate is without initial deformation and residual stresses many researchers
worked at adapting von Kármáns formula. The function introduced by George Winter in 1947 is one
of the more widely spreads in design codes. Winter conducted many experiments on cold formed
steel sections and came up with:
The first suggestion was made with a coefficient of 0.25, but was later changed to the 0.22 used now.
It is interesting to see how small the difference is between Winters experimentally based function
and the original theoretical function by von Kármán. Even though much research has been conducted
since 1947, and the fact that this formula is based only on cold formed sections, it is still the most
widely used nowadays.
2.2.4 NEN 6771
In the Dutch NEN code the main method uses formulas based on the Euler critical buckling stress. To
take into account the influence of imperfections on the buckling capacity there is a reduction with
respect to the Euler hyperbola in the relative slenderness area 0.7 < rel < 1.291. Since the ultimate
load bearing capacity is higher than the critical load, post critical strength is allowed where 1.291 <
rel < 2.5. At a larger relative slenderness the Euler hyperbola is used again. The reduction factor is:
= 1.0 if: 0 < rel ≤ 0.7
= 1.474 – 0.677 rel if: 0.7 < rel < 1.291
=
if: 1.291 ≤ rel ≤ 2.5
=
if: 2.5 < rel
Taking in account the post critical strength is not allowed if one of the longitudinal edges is
supported by a stiffener. The rules for stiffeners do not take this enlarged load into account. Even if
they would the philosophy is that what will be gained in the plate field by allowing post critical
strength is lost in dimensioning the stiffeners to this larger load. So for plates supported by
longitudinal stiffeners the reduction factors are:
= 1.0 if: 0 < rel ≤ 0.7
= 1.474 – 0.677 rel if: 0.7 < rel ≤ 1.291
=
if: 1.291 < rel
NEN 6771 chapter 13 was developed in the years 1978 until 1985, as a successor of the VOSB
(Voorschrift Ontwerp Stalen Bruggen, or Regulation Design Steel Bridges). At the time of the
development the formula by Winter, with the higher ultimate load, was already known. Nevertheless
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
24
for the main method there has been chosen to use formulas based on critical load, because the NEN
6771 was mainly intended for steel bridges. These designs would be governed by fatigue, so a refined
way of calculating plate buckling would not give more economical designs, since it is not the
governing criterion. To prevent being too conservative the small amount of post critical strength was
added. For structures without fatigue problems the method by Winter wás added to the code,
however more modestly (art. 10.2.4.2.3) between other sub articles and not as the main method in a
separate chapter (art. 13).
2.2.5 NEN-EN 1993-1-5
In the Eurocode the formulas by Winter have been used. A small adjustment to the original formula
has been made, to make it dependent of , the stress distribution in the plate. This factor is
determined by dividing the smallest stress in the plate by the largest, while taking compressive
stresses as positive. For a plate loaded in compression equals unity and the formula is identical to
the original by Winter. A plate loaded by bending, 1, has a slightly higher capacity.
For plate parts with a free longitudinal edge (outstand element) the reduction factor is:
Using the ultimate load according Winter in bridge structures could give problems regarding fatigue.
In the normal fatigue verifications the peak stresses are higher because the steel plates will be
thinner. In proper fatigue verifications it should become clear whether this is a problem or not. These
calculations however do not take into account the deformations out-of-plane of a steel plate. At for
instance a web-flange connection in a variably loaded I beam there is high fatigue sensitivity in the
welds if the web needs the buckled mode to take up the maximum loads. This phenomenon is called
web breathing and NEN-EN 1993-2 takes it into account using:
If only normal stresses are present it is clear that they are allowed to be ten percent higher than the
critical stress. Or expressed in a reduction factor:
x,Ed,ser ≤ 1.1 · cr = · fy
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
25
2.2.6 Overview
Multiple reductions factors have been discussed, but the best way to compare them is graphically. In
figure 2.6 the black lines represent the base formulas, which disregard any imperfection. The blue
lines represent the different reduction factors in NEN-EN 1993-1-5 and the red lines are for NEN 6771
both with and without post critical strength. In NEN 6771 there is a correction factor 1/C, which can
slightly adjust the reduction factor (higher or lower) in some cases, but his is not shown in the graph.
Figure 2.6: The various discussed reduction factors
In figure 2.7 it can be found that the largest difference in reduction factor between NEN-EN 1993-1-5
and NEN 6771 occurs around rel = 1.9. For a plate in pure compression Eurocode will give about 30
percent extra capacity, for a plate in bending this is around 38 percent.
Figure 2.7: Extra capacity in Eurocode compared to NEN
0,0
0,1
0,2
0,3
0,4
0,5
0,6
0,7
0,8
0,9
1,0
1,1
1,2
0,0 0,5 1,0 1,5 2,0 2,5 3,0 3,5
[-
]
[-]
Von Karman (1/λ)
Euler (1/λ²)
EN 1995-1-3; Ψ = 1
EN 1995-1-3; Ψ = -1
Web Breathing
NEN 6771; incl.
NEN 6771; excl.
0,95
1,00
1,05
1,10
1,15
1,20
1,25
1,30
1,35
1,40
0,5 1,0 1,5 2,0 2,5
E
uro
cod
e/ N
EN [
-]
rel [-]
Ψ = 1
Ψ = 0
Ψ = -1
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
26
2.3 Verification methods in design codes
2.3.1 Inventory of methods
To calculate the ultimate bearing capacity of a plate field one needs to choose whether to use the
effective cross-section or the reduced stress method. Besides that, a choice must be made between
all the different reduction factors. Not all design codes have chosen to use the same method as their
default method.
As shown in chapter 2.2.4 in NEN 6771 the default method is the reduced stress method, with the
reduction factors based on the critical stress according Euler. Even though the effective cross-section
method and reduction factors according Winter are allowed, they are not prominently presented.
In NEN-EN 1993-1-5 again both reduced stress and effective cross-section method are allowed. Since
the effective cross-section method is presented in chapter 4, called “plate buckling”, it is clear this is
the preferred method. The reduced stress method is presented in chapter 10, which consists of only
two pages. Both these methods however work with the reduction factors according Winter, as
discussed in chapter 2.2.5. As shown in figure 2.7 this can lead to much extra capacity compared to
the stress reduction method in NEN 6771. Since deformation out-of-plane can become a problem
using these high capacities the web breathing article is introduced for variably loaded structures.
At first hand the stress reduction methods in both design codes look completely different. In NEN
6771 a buckling stress is determined, which is then used instead of the yield stress in the usual cross-
section verifications. In NEN-EN 1993-1-5 the complete stress field of the entire structure is verified
in a single formula. Two values have to be determined (ault and acrit), which is usually done by a
computer calculation. The big advantage of this second method is the speed of the calculation,
provided a computer program is available to calculate the a values. If however the equivalent stress
or von Mises criterion is used, the simple cross-section verifications can still be deducted.
2.3.2 NEN 6771
In article 13.8.1 of NEN 6771 the most important verification for a plate loaded in compression is
given. The formulas (note that ‘plooi’ is Dutch for plate buckling) in this article combined state:
main formula
Where is equal to the reduction factor as presented in chapter 3.2.4 of this thesis and the
correction factor C is determined according articles 13.8.1.1 through 13.8.1.3 of NEN 6771.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
27
2.3.3 NEN-EN 1993-1-5
Article 4 of NEN-EN 1993-1-5 contains the effective cross-section method. In article 4.4 the general
formula for effective area is given:
Where is the reduction factor for plate buckling, as presented in chapter 2.2.5 of this thesis and Ac
is the steel area in compression. However there is slightly different notation in the Eurocode
formulas. The relative plate slenderness, rel, is referred to as , not to be confused with the plate
slenderness p. This is due to the fact that in NEN-EN 1993-1-1 the relative slenderness is defined as
, which could be for any kind of element. To emphasize NEN-EN 1993-1-5 works with plates the
index ‘p’ is added. Compare also to the definition of the specific, plate and relative slenderness at the
start of chapter 2.2. The relative plate slenderness used in the Eurocode is simplified to:
When the reduction factor is determined it depends on the stress distribution in the plate how it
must be applied. Table 2.2 and 2.3 show how Eurocode defines the effective width in different
situations.
Table 2.2: Internal compression elements
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
28
Table 2.3: Outstand compression elements
These layouts of effective areas applied to an I-shaped beam will give the effective cross-sections as
in figure 2.8. The parts marked in black are ineffective. The white parts can be used for cross-
sectional verifications or other structural calculations.
Figure 2.8: Effective area of an I-shaped cross-section
d = fy;d
d < fy;d
Loaded in bending Loaded in compression
d = fy;d
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
29
In article 10 of NEN-EN 1993-1-5 the reduced stress method is described. The main formula which
governs the plate buckling effect is given as:
In which is the minimum load amplifier for the design loads to reach the characteristic value of
resistance of the most critical point of the plate. Or in other words, it is the yield stress divided by the
largest stress present, since resistance is governed by yielding and the structure is supposed to
behave linear elastic without plate buckling. The reduction factor is determined with the same set
of formulas as in the effective cross-section method, only now the relative slenderness is defined as:
Where is the minimum load amplifier for the design load to reach the critical load of the plate
under the complete stress field. Calculating for simple plate structures can be done by hand, but
for large structure a finite element buckling (eigen value) analysis is ideal. Since plate buckling in real
structures is not equal to the critical load, the extra step through the equations by Winter is made, to
take into account imperfections and post buckling strength.
In a previous chapter it was already stated that this method with all stresses combined is analogue to
the method where separate cross-section verifications are used. This can be shown for any situation
using the von Mises criterion, but for simplicity we can also assume stress is present in only one
direction. This state can be used for pure bending or compression situations, where only normal
stresses are present. The verification formula now becomes:
For the reduction factor the following derivation can be made:
The relative slenderness is determined in the same manner as in the other methods, and the
reduction factor is multiplied with the yield stress to give a maximum allowable stress. Except for the
formulas relating and (Euler vs. Winter) there is no difference in the reduced stress methods
given in NEN 6771 and NEN-EN 1993-1-5.
2.3.4 Step by step guide
In table 2.4 a step by step guide is presented, to give a guideline and overview of the methods
described in the last two subsections. Each step identifies where in the relevant code it can be found.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
30
NEN 6771 Reduced stress method
NEN-EN 1993-1-5 Reduced stress method
NEN-EN 1993-1-5 Effective cross-section method
Remarks
1 Divide the cross-section in separate plate parts.
Divide the cross-section in separate plate parts.
Divide the cross-section in separate plate parts.
The next steps will have to be repeated for each individual plate part.
2 Determine Determine Determinefor each compressed flange
= 2 / 1
3 Determine k;x
[fig. 43 + 44] Determine k[table 4.1 + 4.2]
Determine k[table 4.1 + 4.2]
Eurocode table is a little more straightforward.
4a DetermineE [eq. 13.6-4]
4b Determinei;k;x [eq. 13.6-1]
4c Determineplaat;rel [eq. 13.7-1]
Determinep [art. 4.4.2]
Determinep [art. 4.4.2]
Eurocode takes a more direct approach.
5 Determineplooi;rel [art. 13.7.2]
Determine [art. 4.4.2]
Determine [art. 4.4.2]
EC gives choice from 2 formulas, NEN in total 5.
6a Determine whether interaction with column buckling is present [art. 4.5.3 + 4.5.4]
Determine whether interaction with column buckling is present [art. 4.5.3 + 4.5.4]
Only for small a
6b Determine C;x
[art. 13.8.1]
Choose from 4 situations.
7 Determineplooi;d with
the smallest plooi;rel [eq. 13.8-3a]
Determinemax with the
smallest [art. 10.5]
Determine the effective area of the flanges [table 4.1 + 4.2]
8 Determine elastic cross-sectional properties (Atot and Wel)
Determine elastic cross-sectional properties (Atot
and Wel)
Determine elastic cross-sectional properties with effective flanges
9 Determine capacity
(using Atot, Wel and plooi;d)
Determine capacity
(using Atot, Wel and max) Determinein web
10 Determine k,pand (web only) [tabel 4.1 + 4.2] and [art. 4.4.2]
11 Determine whether interaction with column buckling is present [art. 4.5.3 + 4.5.4]
12 Determine the effective area of the web [table 4.1 + 4.2]
13 Determine effective cross-sectional properties (Aeff and Wel;eff)
14 Determine capacitity (using Aeff, Wel;eff and fy;d)
Table 2.4: Step by step guide for codified plate buckling design
Using the effective cross-section method in NEN-EN 1993-1-5 there are another two options. Either a
single effective cross-section is determined for the actual value of , or both for bending and normal
force a separate effective cross-section is calculated. See also the flow chart on the next page.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
31
Table 2.5: Flow chart for plate buckling in NEN-EN 1993-1-5
Determine stresses in
structure
(1st order, linear elastic)
Stress reduction method
Ch. 10
Effective cross-section method
Ch. 4 up to 7
Aeff for normal force
verification (=1)
Weff for bending
moment verification
(=-1)
Single effective cross-
section for bending
moment and normal force
no
yes
no yes
Verification of cross-
sections:
NEN-EN 1993-1-5
Art. 4.6 en 7
Start
Determine with actual
acting forces
Use effective cross-
sections in frame
program
Use gross cross-
sections in frame
program
Verification of cross-
sections and (lateral
torsional) buckling:
NEN-EN 1993-1-1
using Aeff, Ieff, Weff
Determine forces.
1st order
(geometrical linear)
Determine forces.
2nd order
(GNL incl. imperfections)
Has eN
changed?
Aeff=lim·Agross
islim < 0.5?
Choose
verification method
Formula
10.1 satisfied
Increase
cross-sections
no
Verification according
NEN-EN 1993-1-1 using
class 3 properties
yes
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
32
As a part of this thesis the effective cross-section method in NEN-EN 1993-1-5 has been implemented
in a Mathcad sheet. As long as the geometry of a cross-section is as assumed in the sheet, the plate
buckling capacity can be calculated. In annex D.1 one of the sheets is given as an example.
After a detailed analysis of the different methods studied in this chapter some remarks can be made:
- The reduced stress method in NEN 6771 and NEN-EN 1995-1-5 are very similar. Eurocode has
a more compact way of formulating the equations, but the only major difference is in the use
of the reduction factor. This can be the only explanation for any deviation between plate
buckling capacities.
- For more elaborate structures the method in NEN-EN 1993-1-5 will give an advantage in
efficiency, provided that software is used which calculates and .
- The effective cross-section method will generally give a higher workload for the engineer, but
also more cross-sectional capacity. The workload is caused by the fact that first the effective
flanges need to be determined, before finding the stress distribution in the web. This makes
that the cross-sectional properties have to be determined several times. The higher capacity
is mainly due the fact that each plate part is multiplied with its own reduction factor, instead
of choosing the lowest as governing for the entire cross-section.
- The forces in a statically undetermined structure are depending on the stiffness of the
members. If these members are built up from plates, plate buckling may reduce the stiffness.
When calculating with the effective cross-section method this effect is taken into account.
Displacements will generally be larger and better predict the behavior of the real structure. A
disadvantage is that the iterative procedure which must be made can be quite time
consuming. In NEN-EN 1993-1-5 it is however stated this is only relevant when < lim = 0.5,
where lim can also be given in the National Annex.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
33
2.3.5 Bending moment capacity differences
Different calculation methods will give different plate buckling capacities. Figure 2.9 gives the
bending moment capacity of a plate with an increasing width, b. The thickness is kept constant and
the length of the field, a, is supposed to be long enough not to have an influence in the buckling
capacity.
These properties give a quadratic increasing elastic capacity, since Mel,d = ⅙ fy,d t b2. Since Winters
formula is inversely proportional to the relative slenderness, the capacity calculated by the Eurocode
increases linear after initial buckling. The critical stress declines quadratic with the relative
slenderness, combined with a quadratic increase of moment of area gives a constant plate buckling
bending moment.
In this example the thickness is chosen to be 10 mm, the yield stress is 235 N/mm2. The width of the
plate field starts at 0 mm or rel = 0.0, while it stops at 3600 mm or rel = 2.6. As a check if the graph is
correct a plate with relative slenderness rel = 2.0 is calculated manually. In annex A.1 this calculation
can be found.
Figure 2.9: Bending moment capacity for several methods
It is clear that especially for more slender plates the difference in capacity can be very large. The
difference between the two dotted lines is exactly 10%, which can be related to the factor 1,1 found
0
200
400
600
800
1000
1200
1400
1600
1800
2000
0,0 0,2 0,4 0,6 0,8 1,0 1,2 1,4 1,6 1,8 2,0 2,2 2,4 2,6
Mb
uck
ling
[kN
m]
rel [-]
Effective cross-section methods
EC: Reduced stress method
EC: Web breathing
NEN: Red. stress method, with post critical strenght
NEN: Red. stress method, no post critical strengh
Elastic capacity
b
x a
t, fy
1666 kN
1429 kN
1039 kN
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
34
in the web breathing article. The penalty for having a variable loaded structure is quite steep, the
capacity falls back from the green line to the dotted red line.
Part of this thesis is about understanding why NEN-EN 1993-1-5 gives more plate buckling capacity
then NEN 6771. Therefore it is interesting to know how big the difference is in the first place. In
figure 2.10 the capacities of a plate in bending calculated by Eurocode are divided by the capacity
according NEN 6771. This relates to figure 2.9 as the difference between the blue line on the one
hand and the red and green on the other.
Figure 2.10: Capacity of Eurocode relative to NEN 6771 (plate in bending)
The only difference between both reduced stress methods is due to the choice in reduction factor,
therefore the dotted line in figure 2.10 is identical to the graph for = -1 in figure 2.7, where only
the reduction factors were compared.
The solid line in figure 2.10 shows that an NEN-EN 1993-1-5 calculation can give up to 60% extra
capacity compared to a NEN 6771 calculation. The difference is caused by using the effective cross-
section method instead of the reduced stress method and again the different reduction factor.
Multiplying the graphs in figure 2.2 and 2.7 therefore gives the same result as in figure 2.10, which
was made by dividing the graphs shown in figure 2.9.
1,0
1,1
1,2
1,3
1,4
1,5
1,6
1,7
1,8
0,6 0,8 1,0 1,2 1,4 1,6 1,8 2,0 2,2 2,4 2,6
Md
,EC
/ M
d,N
EN [-
]
rel [-]
EC: Effective cross-section method
EC: Reduced stress method
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
35
2.3.6 Normal force capacity differences
While in the last subsection the bending moment capacities where compared, in this section the
same scheme is used to compare the normal force capacity. Again the thickness is kept constant,
while plate width ‘b’ is increased and length ‘a’ is long enough not to have influence in the plate
buckling capacity.
Since the normal force is calculated by Nel = fy t b, the elastic capacity shows a linear increase. The
effective cross-section methods approach a constant value, which is limited by the effective width
the chosen thickness can support, as shown first by von Kármán. The larger the slenderness, the less
influence initial imperfections have and the closer the capacity approaches the theoretical capacity
by von Kármán. The critical buckling load used in the other methods declines as the slenderness
becomes larger. The critical stress decreases quadratic, while the area increases only linear. Even
though more steel area is present, the buckling load becomes smaller.
In this example the thickness is chosen to be 24 mm, the yield stress is 235 N/mm2. The width of the
plate field increases from zero to 4800 mm or rel = 3,6. As a check if the graph is correct a plate with
relative slenderness rel = 2.0 is calculated manually. In annex A.2 this calculation can be found.
Figure 2.11: Bending moment capacity for several methods
Since both reduced stress method and effective cross-section method will give the same result for a
compressed plate, the red line in figure 2.11 represents a total of three of the discussed methods.
These are both methods in NEN-EN 1993-1-5 and the effective cross-section method in NEN 6771.
0
1000
2000
3000
4000
5000
6000
7000
8000
9000
10000
0,0 0,2 0,4 0,6 0,8 1,0 1,2 1,4 1,6 1,8 2,0 2,2 2,4 2,6 2,8 3,0 3,2 3,4 3,6
F bu
cklin
g[k
N]
rel [-]
Effective cross-section methods and EC red.str.meth.
EC: Web breathing
NEN: Red. stress method, with post critical strenght
NEN: Red. stress method, no post critical strenght
Elastic capacity
b
x a
t, fy
5289 kN
6842 kN
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
36
Figure 2.12: Capacity of Eurocode relative to NEN 6771 (plate in compression)
The graph in figure 2.12 is obtain by dividing the red line from figure 2.11 by the blue line, and
represents the extra capacity calculated by NEN-EN 1993-1-5 compared to NEN 6771. Since the only
difference is in the choice of reduction factor, the graph is again identical to the one in figure 2.7.
In the area around ≈ 3.0 the buckling load according Eurocode is almost 2,5 times higher than what
NEN predicts. This deviation might seem extremely high but can be explained very well using the
contents of this chapter.
0,95
1,00
1,05
1,10
1,15
1,20
1,25
1,30
1,35
0,4 0,6 0,8 1,0 1,2 1,4 1,6 1,8 2,0 2,2 2,4 2,6
F d,E
C3
/ F d
,NEN
[-]
rel [-]
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
37
2.3.7 Conclusion
The differences between NEN 6771 chapter 13 and NEN-EN 1993-1-5 chapter 4 as found in this
chapter can be summed up to:
- Eurocode is based on the ultimate load according Winter, NEN uses formulas based on the
critical load.
- This choice can give up to dozens of percent extra capacity when using the Eurocode.
- When drafting NEN 6771 the choice of using initial buckling theory was deliberately made,
since the code was meant for bridge design. These are loaded variably and therefore
sensitive for fatigue, which eliminates the need for a refined plate buckling analysis.
- When designing bridges according to NEN-EN 1993-1-5 the buckling stress drops very fast
after around rel ≈ 1.3, so the most economic structures will have members with plates below
this slenderness.
Fundamental differences between the reduced stress and the effective cross-section method:
- Using the reduced stress method the weakest link in the cross-section is governing for the
maximum allowable stress.
- Using the effective cross-section method a buckled plate part will remain at capacity when
deformed, so other parts can also be loaded up to buckling. This distributing of the load to
the stronger parts is called load shedding.
- Load shedding (and with it the difference between reduced stress and effective cross-section
method) has more influence on the total capacity in cross-section with large differences in
slenderness between individual plate parts.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
38
Chapter 3: Design codes applied to example cross-sections
This chapter examines what the impact of the different methods found in the previous chapter on
the plate buckling capacity of some example cross-sections is. These examples are chosen such that
they represent the order of magnitude used in large bridges in the Netherlands. Not just the capacity
is investigated, but also the workload using a certain method and the influence of web-flange
slenderness ratios. The last part is about the application of stiffeners.
3.1 Capacities according design codes
In this subsection two example cross-sections are analyzed using both NEN 6771 and NEN-EN 1993-1-
5. These sections are an I-shaped girder and box girder, the dimensions are found in figure 3.1. The
length of the girders is assumed to be long enough not to be of influence to the plate buckling
capacity. Global (or column) buckling is not taken into account.
Figure 3.1: Dimensions of example cross-sections
The plate buckling capacities to be compared are for loading with a normal force, bending moment
around the weak axis and around the strong axis. Furthermore the difference in ULS (ultimate limit
state) and SLS (serviceability limit state) is distinguished. This implies that a total of 36 calculations is
made, of which as example three can be found in the annex B.1.
A capacity for the ULS is determined using the normal plate buckling calculations, for NEN 6771 this
means the reduced stress method including post buckling strength. The calculation for the SLS
according the Eurocode is made with the web breathing article. Since the capacity is severely
reduced using this article, it might be the governing situation in a bridge structure, even though no
load factors and only the frequent loads are used. To make a fair comparison with NEN 6771 the post
buckling capacity has been disregarded. Using only the critical stress comes down to not allowing the
web to buckle, and thus preventing breathing fatigue in the web-flange connection.
hw = 2000
tw = 15
tf = 24
bf = 800
hw = 1000
tw = 15
tf = 20
bf = 1000
All dimensions in: [mm]
ht = 2048
ht = 1015
bt = 1020
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
39
3.1.1 I-shaped girder
In table 3.1 the results of the capacity of the I-shaped girder can be found. The workload is the total
for all six calculations with the same design code.
NEN 6771 Reduced stress method
NEN-EN 1993-1-5 Reduced stress method
NEN-EN 1993-1-5 Effective cross-section method
SLS ULS SLS ULS SLS ULS
Normal force [kN]
2579 2579 3215 7795 3215 13908
Bending strong axis [kNm]
11838 11838 13861 13082 13861 13254
Bending weak axis [kNm]
1488 1488 2280 1550 2280 1524
Workload
4 pages 2.0 hours
4 pages 1.9 hours
5 pages 2.75 hours
Table 3.1: Plate buckling capacities of I-shaped girder
In the calculations according NEN 6771 no plate part was in the proper range to adopt post buckling
strength. Therefore the capacities found for ULS are equal to those for the SLS. The SLS capacities for
both Eurocode calculations are made with the web breathing article, and therefore the same. They
have been added in both columns to make a fair comparison between the two methods.
Remarkable is that some of the SLS capacities are higher than the ULS capacities. This is a result of
the way the web breathing article is formulated. In this case it means that the chosen cross-sectional
properties are such that web breathing is not governing for that load case.
Even though it has been said several times that the effective cross-section method will give more
capacity that the reduced stress method, when bending around the weak axis is regarded it is the
other way around. Due to the presence of the web, the neutral line will hardly shift when a part of
the flange becomes ineffective. Consequently the distance from neutral line to extreme fiber is still
large, and yielding reached sooner. Figure 3.2 gives a graphical representation of this effect.
Figure 3.2: Bending around the weak axis
Elastic capacity Reduced stress method Effective cross-section method
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
40
3.1.2 Box girder
Also for the box girder the hand calculations were carried out. The results can be found on the next
page in table 3.2. For some example calculations see annex B.1. In contrast to 3.1.1 here there are
some small differences in the column for NEN 6771, which means there was a plate part which
utilized post buckling capacity.
NEN 6771 Reduced stress method
NEN-EN 1993-1-5 Reduced stress method
NEN-EN 1993-1-5 Effective cross-section method
SLS ULS SLS ULS SLS ULS
Normal force [kN]
10563 11004 13167 14612 13167 16728
Bending strong axis [kNm]
6101 6101 8360 6541 8360 7268
Bending weak axis [kNm]
3712 3869 4082 4530 4082 5916
Workload
4 pages 1.75 hours
4 pages 1.6 hours
5 pages 2.25 hours
Table 3.2: Plate buckling capacities of box girder
The workloads have been determined as if every calculation would have been the first one. Many
times a relative slenderness or other parameter from a previous calculation could have been used,
but to keep the comparison unbiased this is not exploited. Again some of the web breathing
capacities are much higher than the normal plate buckling capacities.
In bending the webs of the box girder are not sensitive to plate buckling. This made the final step in
the Eurocode calculations much faster. Otherwise the second moment of area of a cross-section with
a gap in the web had to be calculated, which can be time consuming. Even with this advantage the
Eurocode calculations took more time to complete.
3.1.3 Capacity differences
The absolute values of the calculated capacities differ pretty much, but are therefore hard to
compare accurate. In table 3.3 four comparisons have been made, similar to situations an engineer
might come across in practice. In each column can be found what happens to a capacity when the
calculation is switched from an ‘old’ method to a ‘new’ one. These switches are:
1: Using article 10 of NEN-EN 1993-1-5 (reduced stress method) instead of NEN 6771.
2: Using article 4 of NEN-EN 1993-1-5 (effective cross-section method) instead of NEN 6771.
3: Using article 10 of NEN-EN 1993-1-5 instead of article 4.
4: Using the web breathing article of NEN-EN 1993-2 instead of NEN 6771 without post critical
strength.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
41
1: 2: 3: 4:
Method 1: NEN 6771 NEN 6771 EC: reduced stress m.
NEN (SLS)
Method 2: EC: reduced stress m.
EC: eff. cross-section m.
EC: eff. cross-section m.
EC (SLS)
I-shaped girder:
Normal force + 202.2 % + 439.3 % + 78.4 % + 24.7 %
Bending strong axis + 10.5 % +12.0 % + 1.3 % + 17.1 %
Bending weak axis + 4.2 % + 2.4 % - 1.7 % + 53.2 %
Box girder:
Normal force + 32.8 % + 52.0 % + 14.5 % + 24.7 %
Bending strong axis + 7.2 % + 19.1 % + 11.1 % + 37.0 % Bending weak axis + 17.1 % + 52.9 % + 30.6 % + 10.0 %
Table 3.3: Difference in capacity
When regarding the type of load the I-shaped beam is intended for (bending around the strong axis),
the Eurocode gives around ten percent extra capacity. When using the Eurocode and choosing
between the reduced stress and effective cross-section the difference in capacity is only 1.3 percent,
which might not be worth the extra workload.
The box girder loaded in compression has up to fifty percent extra capacity. Also choosing the
effective cross-section method delivers almost fifteen percent extra capacity over the reduced stress
method.
Even though these comparisons confirm the large differences between NEN 6771 and NEN-EN 1993-
1-5, they are only valid for the example cross-sections found in figure 3.1 and not for all girders. In
the next chapter the influence of the web slenderness is taken into account to get a more general
image of the difference between the design codes.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
42
3.2 Influence of web slenderness
In chapter 3.1.3 about the differences in calculated capacities of the two example profiles big
discrepancies showed up. For a more general understanding the slenderness of thickness of the web
is varied. Looking at the basic assumptions for the calculation methods this parameter should have a
large influence.
3.2.1 I-shaped girder
In this subsection the same example profile as shown in figure 3.1 is taken, only the thickness of the
web plate is varied between 0 and 40 millimeter. For the I-shaped girder only the bending around the
strong axis is taken, since this is what the cross-section is designed for. The results can be found in
figure 3.3, where also the capacities from table 3.1 are found by checking tw = 15.
Figure 3.3: Bending moment capacity
The most fundamental difference between the reduced stress method and the effective cross-
section method is whether the weakest link is found to be governing, or that a buckled plate remains
at capacity to give other plate parts the opportunity to also reach the buckling load. In the graph this
is illustrated clearly, both stress reduction methods have a capacity reduced to zero as the web
becomes thinner. The effective cross-section will always have the bending moment capacity of the
effective flanges, even if there is no web. Of course this is not a realistic design situation, but is
clearly illustrates the effect of the assumption.
Where the reduction of the web is equal to that of the flange, the capacities of both Eurocode
methods are almost equal, which is to be expected. The small difference is in the bending moment
capacity of the web, but this is not much compared to the entire cross-section.
0
2000
4000
6000
8000
10000
12000
14000
16000
18000
20000
22000
24000
0 5 10 15 20 25 30 35 40
Mb
uck
llin
g[kN
m]
tw [mm]
EC: Effective cross-section methodEC: Reduced stress methodEC: Web-BreathingNEN 6771Elastic capacity
13861 kNm
13254 kNm
13082 kNm
11838 kNm
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
43
Another clear conclusion from figure 3.3 is that web breathing only is of influence in slender webs.
This effect is reinforced by the fact that only the frequent load level has to be checked against the
web breathing capacity.
The slope change of the graph for both reduced stress methods around tw = 15 is caused by the fact
that above this web thickness the flange is governing. The maximum allowable stress is not increased
after this point, so the only increase in bending moment is possible because the area of steel
increases. Since the contribution of the web to the bending moment capacity is rather small the
slope is not very steep.
In the effective cross-section method it is never either the web or the flange which is governing for
the capacity. The slope change around tw = 22 is because the reduction factor for the web has
turned to unity. After this point again the increase in bending moment capacity is only due to
increase in steel area.
The difference between the methods can be found in figure 3.4, were two situations have been
calculated. The first is using the reduced stress method according NEN-EN 1993-1-5 instead of NEN
6771. This extra capacity is always present since nowadays the Eurocode has replaced the NEN. The
second line is for the choice of method within the Eurocode. This is a choice engineers must make
when calculating the capacity of a structure.
Figure 3.4: Difference in bending moment capacity
In the spreadsheet file with which the graphs were produced other dimension of for instance the
flanges can be substituted. The location of slope changes, slopes, capacities and differences all
change, but there always is a point where difference between the Eurocode methods is almost zero.
This happens when the slendernesses are such that web ≈ flange. If a simple reduced stress method
calculation is preferred, this could be a good principle to still have a high capacity in the cross-
section.
1,0
1,1
1,2
1,3
1,4
1,5
1,6
5 10 15 20 25 30 35
Met
ho
d 2
/ M
eth
od
1
tw [mm]
1: NEN reduced stress method 2: EC reduced stress method
1: EC reduced stress method 2: EC effective cross-section method
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
44
3.2.2 Box girder
The same comparison as in 3.2.1 has also been made for the normal force capacity of the box girder.
The result is very similar and therefore only the two figures are shown, the same remarks as before
still apply.
Figure 3.5: Normal force capacity of box girder
Figure 3.6: Difference in normal force capacity
3.2.3 Conclusion
The most significant conclusion made in this chapter is that by wisely choosing your web-flange
slenderness ratio a reduced stress method calculation can give a capacity similar to a more
complicated effective cross-section method.
0
5000
10000
15000
20000
25000
30000
35000
40000
45000
0 5 10 15 20 25 30 35 40
F bu
clkl
ing
[kN
]
tw [mm]
EC: Effective cross-section method
EC: Reduced stress method
EC: Web breathing
NEN 6771
Elastic capacity
1,0
1,1
1,2
1,3
1,4
1,5
1,6
5 10 15 20 25 30 35
Met
ho
d 2
/ M
eth
od
1
tw [mm]
1: NEN reduced stress method 2: EC reduced stress method
1: EC reduced stress method 2: EC effective cross-section method
13167 kN
11004 kN
16728 kN
14612 kN
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
45
3.3 Stiffeners according design codes
If a steel plate does not have enough capacity to carry the load, it is not unavoidable to increase the
thickness of the plate. Adding one or more stiffeners will also increase the capacity of the plate. In
many structures adding stiffeners is in the end the cheapest way to built. Even though stiffeners can
cost quite a lot to fabricate, the structure itself will be lighter. Which option gives the most
economical design cannot be known for sure in advance.
In NEN 6771 longitudinal stiffeners are regarded as columns loaded in bending and compression.
They are loaded with the plate buckling stress of the adjacent plates, and can either meet the
requirements or not. If a stiffener does not meet the requirements the size must be increased, or the
length decreased by adding extra transverse stiffeners. In NEN-EN 1993-1-5 another approach is
taken. Depending on the dimensions of the stiffener an extra reduction factor c is determined and
multiplied with the area of the neighboring plate parts. A stiffener and plate combination which is
not allowed by NEN 6771 can still be analyzed with NEN-EN 1993-1-5.
Since in NEN 6771 it is stated that loading until the full post critical strength of a plate gives such a
load on the stiffener, the advantage won in the plate is immediately lost in the stiffener. Therefore
we would expect that according Eurocode the stiffeners should be larger, to carry the full load. In
three different situations this is investigated. First a given set of dimensions is used to determine the
buckling capacity. In the second part it is investigated if a stiffener can be designed to fully make use
of the plate buckling capacity by Winter. In the third part a certain design load is assumed and plates
and stiffeners are found to match the load.
3.3.1 Capacity at given dimensions of plate and stiffener
Longitudinal stiffeners are regarded as columns loaded in compression and bending in NEN 6771. The
length of the plate now has a large influence on the final capacity of the plate and stiffener. The first
situation investigated is the calculated capacity at some given dimensions. These dimensions can be
found in figure 3.7.
Figure 3.7: Dimensions of plate and strip stiffener
The plate and stiffener have been analyzed according both NEN 6771 and NEN-EN 1993-1-5, of which
an example can be found in annex B.2. The results are found in table 3.4 on the next page.
4000 mm
1000 mm
1000 mm Plate: t = 12 mm
Stiffener: t = 12 mm
h = 180 mm
Steel grade: S355
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
46
180·12 Buckling normal force [Nc;u;d;total];[kN]
Area steel plate [As;plate];[mm2]
Area stiffener [As;lv];[mm2]
Total area [As;total];[mm2]
Average stress
[cr];[N/mm2]
NEN 2526 24000 2160 26160 96.56
EC3 3464 24000 2160 26160 132.4
Table 3.4: Normal force capacities of plate and stiffener
In the calculation according NEN 6771 the unity check of the longitudinal stiffener was 0.74, which
means that the stiffener is larger strictly necessary. In table 3.5 the results are found for a stiffener of
170·12 mm. This gives a unity check of 1.002. Since the plate is the same, the total capacity drops
with N = A · cr = 12 · 10 · 96.56 · 10-3 = 11.6 kN. The capacity according the Eurocode has a larger
decline, since not only the steel area decreases, but also the average stress decreases because the
plate is less supported than before.
170·12 Buckling normal force [Nc;u;d;total];[kN]
Area steel plate [As;plate];[mm2]
Area stiffener [As;lv];[mm2]
Total area [As;total];[mm2]
Average stress
[cr];[N/mm2]
NEN 2514 24000 2040 26040 96.56
EC3 3315 24000 2040 26040 127.3
Table 3.5: Normal force capacities of plate and stiffener
From the last two tables it can be seen that the Eurocode calculates a higher capacity when a
longitudinal stiffener is applied. However this is mainly due to the fact that plates itself already have
a higher capacity when using Winters method.
3.3.2 Minimum stiffener dimensions for full Winter capacity
The buckling capacity of the plate itself, calculated in 3.3.1 in accordance with NEN-EN 1993-1-5, is
reduced because of the presence of the stiffener. The buckling load of the plate could be higher if the
longitudinal stiffener would provide better support. If the stiffener would provide full support, the
buckling load by Winter could be reached in the plate. This would be as much as 0.485 · 2000 · 12 ·
355 · 10-3 = 4132 kN, even without the extra contribution of the area of the stiffener.
The dimensions needed for the longitudinal stiffener can be deducted from article 6.3.1.2 of NEN-EN
1993-1-1. To get perfect support, we set the reduction factor cto 1.0 and find rel;lv = 0.2. But to get
the relative column slenderness this low we would need a stiffener measuring 800 by 60 millimeters.
This would make the total steel area of the stiffener twice as large as that of the plate it is supposed
to support. The design philosophy of a stiffener (adding a relatively small steel area to get a relatively
large increase in buckling capacity) is completely gone. So when using rationally sized stiffeners, the
maximum plate buckling load by Winter will never be reached.
The conclusion to be drawn is that there is some truth in the philosophy (no post critical strength
when using stiffeners) in NEN 6771. Indeed it is not possible to design a stiffener which enables a
plate to reach the buckling capacity by Winter. In the stiffeners it is more than lost what is gained in
the plate itself. Nevertheless Eurocode does give a higher capacity for a given set of dimensions.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
47
When a longitudinal stiffener of 400 · 42 mm is chosen the reduction factor is equal to = 0.970. Still
not an economical design, but it does reflect what is needed to guarantee near perfect support to
the plate.
400·42 Buckling normal force [Nc;u;d;total];[kN]
Area steel plate [As;plate];[mm2]
Area stiffener [As;lv];[mm2]
Total area [As;total];[mm2]
Average stress
[cr];[N/mm2] EC3 9855 24000 16800 40800 242
Table 3.6: Buckling capacity with very large stiffener
The total buckling load is much larger than the previously calculated 4132 kN, which was for only the
plate and perfect support. The area of the stiffener is loaded with the yield stress, because its
dimensions make it not sensitive to buckling. Since the stiffener is still 40% of the total area this more
than doubles the ultimate load. Compared to the stiffener of 170 by 12 millimeters the structure is
now 1.6 times as heavy, but nearly 3 times as much load can be carried. This is reflected in the
average stress which becomes 3 / 1.6 = 1.9 times as large. Even though this is quite an academic
situation, it does reflect the possibilities by the Eurocode method.
An interesting question is whether this 400 by 42 mm longitudinal stiffener really adds capacity to
the structure. Therefore it is compared to a single unstiffened plate, with the same total area. The
stiffener is as it were smeared out over the entire plate width. The thickness of this plate is 40800 /
2000 = 20.4 mm, and the width is 2000 mm. In table 3.7 the capacity can be found according both
NEN and the Eurocode.
t = 20.4 mm b = 2000 mm
Buckling normal force [Nc;u;d;total];[kN]
Average stress
[cr];[N/mm2] NEN 6771 4248 104
EC 1993-1-5 6126 150
Table 3.7: Buckling capacity of equivalent plate
With the same amount of steel still 60% of the load can be carried. Taking into account the
fabrication costs of a stiffener the second option will be more economic. Again the Eurocode will
generate more capacity than NEN when using small stiffeners, but increasing the size will indeed cost
more than is gained.
3.3.3 Plate and stiffener dimensions needed for given capacity
So far a given set of dimensions was analyzed to compare the capacities in the design codes. In this
subsection a total load of 5000 kN is assumed and dimensions to carry the load are sought. This order
is more similar to what a structural engineer would come across, so it is a good way of comparing the
design codes. The length and total width of the plate field are equal to before, but the plate
thickness, number of stiffeners and their dimension are not set. To make an accurate comparison no
standard sizes for plate thickness of stiffener are used. Figure 3.8 shows the dimensions of the plate.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
48
Figure 3.8: Dimensions of plate and stiffener(s)
Designing this structure using NEN 6771 the procedure is quite straight forward. First a plate
thickness and number of longitudinal stiffeners has to be chosen, with this the critical stress can be
calculated. Using the critical stress the dimensions of the stiffener(s) can be determined. The total
capacity is the total area times the critical stress. If the capacity is not what was needed, the plate
thickness can be adjusted and the calculation remade.
Using NEN-EN 1993-1-5 first a plate thickness is chosen. By adjusting the size of the stiffener any
capacity can be created. So if the goal is a fixed total capacity, like in this example, an infinite number
of structures can be designed. This is in contrast to NEN 6771, where only a single structure is found.
Due to the amount of formulas needed in the Eurocode calculation it is hard to figure out what the
most economical design is.
Design code
Number of stiffeners
Plate thickness [t];[mm]
Dimensions of stiffener(s) [hst·tst];[mm·mm]
Steel area [As];[mm2]
Relative steel area
Ultimate load [Nc;u;d];[kN]
Average stress
[b];[N/mm2] NEN 0 22.5 0·0 {= 0} 45000 1.630 4997 111.0
NEN 1 15.0 190·20 {= 3800} 33800 1.225 5099 150.9
NEN 2 11.0 190·19 {= 7220} 29220 1.059 5333 182.5
EC3 0 18.3 0·0 {= 0} 36600 1.326 4988 136.3
EC3 1 16.0 13.0
145·16 {= 2320} 210·22 {= 4620}
34320 30620
1.243 1.109
4910 5090
143.1 166.2
EC3 2 13.0 10.0
160·16 {= 5120} 190·20 {= 7600}
31120 27600
1.128 1.000
5056 4941
162.5 179.0
Table 3.8: Dimensions of plate stiffener needed for Nu = 5000 kN
In table 3.8 the results are shown for the plate with stiffeners and a length of 4000 mm. Since the
length has a large influence in the buckling load of the stiffeners, the calculations are repeated with a
length a = 2000 mm. The dimensions of the unstiffened plates do not changes, since the aspect ratio
a has gone from two to one, which is of no influence on the buckling load. In the stiffened plates
with an equal thickness having half the length also means having about half the stiffener area. In
table 3.9 the results of this second calculation can be found.
4000 mm
1000 mm
1000 mm Plate: t = … mm
Stiffener: t = … mm
h = … mm
Steel grade: S355
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
49
Design code
Number of stiffeners
Plate thickness [t];[mm]
Dimensions of stiffener(s) [hst·tst];[mm·mm]
Steel area [As];[mm2]
Relative steel area
Ultimate load [Nc;u;d];[kN]
Average stress
[b];[N/mm2] NEN 0 22.5 0·0 {= 0 } 45000 1.891 4997 111.0
NEN 1 15.5 141·10 {= 1410} 32410 1.362 5221 161.1
NEN 2 11.5 135·10 {= 2700} 25700 1.080 5127 199.5
EC3 0 18.3 0·0 {= 0} 36600 1.538 4988 136.3
EC3 1 16.0 13.0 10.0 0.0
105·11 {= 1155} 160·16 {= 2560} 250·25 {= 6250} 380·38 {= 14440}
33155 28560 26250 14440
1.393 1.200 1.103 0.607
5012 4962 5016 5126
151.2 173.7 191.1 355.0
EC3 2 13.0 10.0 8.0
115·12 {= 2760} 160·16 {= 5120} 195·20 {= 7800}
28760 25120 23800
1.208 1.055 1.000
5159 5198 5100
179.4 206.9 214.3
Table 3.9: Dimensions when a = 2000 mm
By dividing the length of the plate field in half less steel is needed to carry the load of 5000 kN. This is
also reflected in the average stress which is higher. If this will also be the most economical design is
not certain, since now a transverse stiffener is needed halfway the original plate.
In both situations discussed in this section NEN-EN 1993-1-5 gives a lighter design with higher
average stresses. If however the structure has a variable load and web breathing should be taken
into account, capacities similar to that of NEN 6771 are found.
Where NEN 6771 automatically allows only reasonable structures, following the EC3 formulas exactly
a plate thickness of zero millimeters can be chosen. In this case the slender plate is replaced by a
stocky column which carries the entire load. However in reality the longitudinal stiffener needs
lateral support by the plate, to support the weak direction. Since this is not checked in the Eurocode
some common sense is needed while designing stiffened plate structures.
3.3.4 Conclusion
Between NEN 6771 and NEN-EN 1993-1-5 there is a fundamental difference in the approach when
calculating the capacity of stiffened plates. Where in NEN 6771 a stiffener might be too small to give
support to the plate, EC3 just calculates the extra reduction and gives a capacity. This is because NEN
6771 uses a method with rigid stiffeners, where perfect support is needed, while NEN-EN 1993-1-5
uses a flexible stiffener method, which can always be used.
The assumption was that a plate calculated according Eurocode needs a larger stiffener, because
post critical strength is taken into account. When starting with an equal plate thickness this is true,
but the larger stiffener and higher stress also give a higher design load. When designing a structure
for a certain fixed load, the post critical stress used in EC3 ensures a lighter structure can be built. So
even while the hypothesis is in principle true, in practical situations NEN is more conservative.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
50
Chapter 4: Finite element calculations
In the plate buckling methods discussed so far, only the ultimate capacity is calculated. Visualized in a
load-displacement diagram this will give a horizontal line, since deformations are not known. Using a
finite element calculation the entire behavior of the plate under a certain type of loading can be
analyzed.
In figure 4.1 a schematic view of the expected load-displacement diagrams is shown. Whether effects
like plasticity, initial imperfections and second order effects are taken into account decides which
graph is followed. The real capacity will be found if all the effects are put into the calculation.
Figure 4.1: Load-displacement diagram
In figure 4.2 the displacement out-of-plane is given. This illustrates the difference between columns
and plate very well. When the critical load is reached and the displacement out-of-plane starts to set
in, a plate still can increase the load and therefore it is stable in its buckled shape. A column on the
other hand has almost no increase in capacity and the equilibrium will quickly become instable. The
plate has a secondary method to stabilize itself, namely membrane stresses. A column can only
generate bending stresses when it is deformed out-of-plane, which are not as affective in handling
the second order effects.
F x,d
[kN
]
ux [mm]
Ultimate load (Winter)
Critical load (Euler)
Linear elastic
ux
x
y
Second order plastic
Second order elastic,
with initial imperfections
Second order elastic,
no imperfections
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
51
Figure 4.2: Out-of-plane load-displacement diagram
If a plate without initial imperfections is regarded, the critical load is clearly distinguished in the load-
displacement diagram. When the critical load is reached the plate suddenly buckles which is seen as
a sharp slope change of the graph. There is a clear distinction between the primary load path and the
secondary, this point is called the bifurcation point. When however a plate with a certain amount of
initial imperfection is analyzed this clear bifurcation point is not visible. The slope gradually changes
and approaches the secondary behavior. If only an analysis of an imperfect plate is available it is
quite hard to determine the critical load accurately. This is probably the background of the factor 1,1
found in the web breathing article. Since the critical load is not clearly found in an imperfect plate the
committee drafting the Eurocode found the displacements at 10% above the real critical load was the
start of web breathing problems.
Comparing the ultimate plate buckling load by Winter with a finite element calculation is more
straightforward. The ultimate load is the very top of the load-displacement diagram, while its
location may be depending on the initial imperfections, it will at least always be clearly visible.
4.1 Objective
This thesis so far was mostly about inventorying the plate buckling methods in the design codes
which apply to the Netherlands. The differences have been calculated and where possible clarified by
researching the background of the methods. However some questions have formed that could not be
answered immediately. Three of these will be answered using finite element calculations using
Ansys. The questions are:
For various cross-section types the plate buckling capacity has been calculated according
NEN 6771 as well as NEN 1993-1-5. How well do these capacities match with a more
advanced finite element calculation?
In the effective cross-section method it is assumed that a very slender plate will stay at its
buckling capacity when further deformed, so other plate parts in the cross-section may also
reach their buckling load. How correct is this assumption?
The edge of a plate is always modeled as a hinged support, which stays perfectly straight
during loading so membrane stresses can develop. A longitudinal stiffener which is designed
F x,d
[kN
]
No imperfections
With imperfections
uy [mm] uy [mm]
No imperfections
With imperfections
F x,d
[kN
]
Critical load
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
52
to give the same perfect support needs to be extremely large, chapter 4.3.2 demonstrated
this. Normally the edges of a plate are formed by other plates, for example the edges of a
web plate in an I-shaped beam are formed by the flanges. This leads to the question whether
a flange can actually give this assumed perfect support to the web. No requirements at all
are given in the Eurocode and NEN for the edges of a plate. A flange with tiny dimensions
would still be a perfect edge for the web plate even though it obviously cannot provide the
out-of-plane support the web needs. The question to be answered by the finite elements
calculations is: why are there no requirements given for plate edges or might they be implied
in another article?
4.2 Procedure
The answers to the above questions will be sought using the finite element software Ansys. This is a
general purpose finite element package, with not only structural capabilities but also for instance
magnetism, electricity, heat or flow problems can be addressed. For this thesis only the structural
part is used. A big advantage of Ansys is the scripted method of giving input. For instance geometry
can be put in parametric, so that when another thickness is analyzed this parameter is changed and
the script run again. There is no need to manually redefine the elements, re-mesh the structure and
reapply the boundaries and loads, since the script does this for you in a matter of seconds. A
disadvantage is that it takes some experience to get the script right, but this does not weigh up to the
advantage gained in having a correct script to investigate the influence of parameters. Defining and
meshing a rectangular plate in Ansys can for instance be done like this:
a=4000 (define parameters a and b, length and width of plate) b=1000
na=80 (define parameters na and nb, the number of elements in each direction)
nb=20
k,1,0,0,0 (define four keypoints, ‘k’ is the command for keypoint, followed by the
k,2,b,0,0 keypoint number and the coordinates in x, y and z) k,3,b,a,0
k,4,0,a,0
a,1,2,3,4 (‘a’ generate an area between the given keypoints)
lsel,s,tan1,x,1 (‘lsel’ selects lines, in this case those in x direction) lsel,a,tan1,x,-1
lesize,all,,,nb (divides all selected lines and associated area in the given amount)
lsel,s,tan1,y,1 (the same for the y direction) lsel,a,tan1,y,-1
lesize,all,,,na
amesh,all (automatically meshed all areas, using the latest defined element)
Some complete Ansys scripts, stored as a *.log file, can be found in annex C.
An accurate calculation of plate buckling loads needs two types of nonlinearities in the analysis. The
two types are geometrical nonlinear (second order effects or equilibrium in displaced state) and
physical nonlinear (plasticity). The plate itself needs to be modeled accurately so it can have bending
stresses trough thickness, membrane stresses in the buckles and shear stress where it is twisted.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
53
Since the finite element models can be quite complex, it is hard to find the errors in modeling when
an unexpected result is obtained. Therefore the model is built up in steps, while checking if the
results of each step are correct. This has the extra advantage that it is clear that for each
characteristic of the plate what the effect on the load-displacement diagram is. In table 4.1 the
different steps taken to build the final model can be found. In 4.3.1 the results of each step are
discussed briefly.
Geometric
behavior
Physical
behavior
Imperfections Geometry and objective
1 linear linear no Single unstiffened plate [elastic behavior]
2 linear non-linear no Single unstiffened plate [plastic behavior]
3 non-linear linear no Single unstiffened plate [critical buckling load]
4 non-linear linear yes Single unstiffened plate [elastic buckling behavior]
5 non-linear non-linear yes Single unstiffened plate [elastic-plastic ultimate load and
deformation capacity of very slender plates]
6 non-linear non-linear yes I-shaped and box girders [check of design code capacities]
7 non-linear non-linear yes I-shaped and box girders [check of plate edge requirements]
Table 4.1: Step by step building of finite element model
The elements used in the Ansys models are of the type SHELL181. This element type is the most
suitable for the analysis of plate buckling, since it is the most general. The element has four nodes,
each nodes is capable of all six displacements. These are the translations in the x, y and z direction
and rotations around the x, y and z axis. Furthermore the equations governing the element are
suitable for large displacements and strains as well as having geometrical and physical nonlinear
capabilities. Having such a complete element increases the time needed for an analysis, so for many
simple situations reduced elements have been made. In plate buckling however all these aspects play
a role, so the most elaborate element is the only choice.
Figure 4.3: Left: SHELL181 geometry
Right: defining an element
The nonlinear material behavior can be modeled in several ways. These include linear or nonlinear
hardening of softening during plasticity, or a fully nonlinear representation of the real stress strain
diagram. In the calculation for this thesis plasticity is modeled with a constant yielding plateau, with
Defining an element in a log file:
t=10
et,1,SHELL181
R,1,t
The first command line stores
the thickness as a variable, the
second line defines element
type 1 as SHELL181 and the third
line couple the thickness to
element type 1.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
54
fy = 355 N/mm2. A perfectly horizontal plateau can give problems with the convergence of the
analysis, therefore after yielding the Young’s modulus is Ey = E/10000 = 210000/10000 = 21 N/mm2.
Figure 4.4 shows the stress-strain diagram as given by Ansys, and the code to create it.
Figure 4.4: Left: stress-strain diagram in Ansys
Right: defining and plotting a material
Finite element calculations can generally be made in two ways, load controlled or displacement
controlled. With the plate buckling problem we expect the load in the plate to drop after the
ultimate load is reached. Using a fixed amount of displacement which is slowly added while
monitoring the support reaction is the easiest way of getting a good record of the post critical
behavior. The biggest advantage of a displacement controlled calculation is that the load does not
have to decline after the ultimate capacity is reached, which ensures easier modeling and better
convergence.
The imperfections can be divided in two general parts, the initial deformation of a plate and its
residual stresses, both resulting from the production process. In annex C to NEN-EN 1993-1-5 there is
a guideline to add all imperfections as a single equivalent initial deformation. This is useful since
deformations are easier to add then residual stresses. The imperfections should be identical to the
plate buckling mode, which is a sinusoidal shape. According to the Eurocode the equivalent initial
imperfection should be the smallest plate dimension (length or width) divided by 200. In Ansys an
eigenvalue analysis is made to determine the shape of the imperfection, the original geometry can
be updated using this shape to add an imperfection.
Since the value of the imperfection used in annex C to NEN-EN 1993-1-5 is tuned to give a design
load, the capacities calculated by Ansys can be compared to the capacity according Winter, because
this method also determines a design load.
The calculation has multiple non-linearities in it, therefore the convergence criteria of importance.
Both an energy and a force based convergence criteria has been used, to ensure close approximation
of the non-linear effects.
Defining and plotting a
material:
mp,ex,1,2.1e5
mp,prxy,1,0.3
tb,biso,1
tbdata,1,fy,21
tbpl,biso,1
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
55
4.3 Verification of design code capacities
4.3.1 Single plate in compression
The most basic case is the single unstiffened plate field. In this first section a relatively stocky plate is
analyzed. The dimensions of the plate are a*b*t = 2000*1000*20, which makes the plate sensitive to
buckling, but with the critical load higher than the ultimate load (NWinter < NEuler). All edges are simply
supported, so the displacement of the edges in z-direction is set to zero. The nodes at y = 0 are
supported in y-direction, the sum of support reactions of these nodes are taken as the normal force
in the plate. The nodes at y = a are given a fixed displacement which is added in steps. In figure 4.5 all
characteristics can also be found. The complete log-file of the Ansys calculation is found in annex C.1.
Figure 4.5: Characteristics of unstiffened plate field
Since this is the first finite element calculation the steps given in table 4.1 are briefly discussed. Later
in this thesis only the final results are shown. In figure 4.10 the results of the five plate models are
given to clarify the influence of the added characteristics.
FE model 1
This is the linear elastic model, so the calculations in Ansys are easily verified. Even though
calculating the elastic behavior is not something a finite element method is needed for, it is a good
way of checking whether boundary conditions, loads, geometry and other modeling features are
done correctly.
Ansys: y = 0.105e10 N/m2
Analytical: y = E · = E · (l / l ) = 210000 · (10 / 2000) = 1050 N/mm2
Ansys: Ny;total = 0.210e08 N
Analytical: Ny;total =y · As = 1050 · 20 · 1000 = 21.0 · 106 N
Since no yielding is taken into account in the analysis the calculated stress can be higher than the
yield stress of 355 N/mm2.
b
a
y
x z
uy
Dimensions:
a = 2000 mm
b = 1000 mm
t = 20 mm
Boundary conditions:
all edges: dz = 0
y = 0: dy = 0
y = a: dy = 10
x = y = 0: dx = 0
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
56
FE model 2
This model does include plasticity, but without any imperfections or geometrical nonlinearities.
Ansys: Ny;total = 0.71019e7 N
Analytical: Ny;total = fy · As = 355 · 20 · 1000 = 7.100 · 106 N
There is a very small difference in normal force, which is due to the Young’s modulus not being zero
when yielding and some numerical errors.
FE model 3
Using an eigenvalue analysis the exact critical buckling load is calculated. A disadvantage is that using
this type of analysis no load-displacement diagram is found. The displacement controlled calculation,
geometrical nonlinear but without imperfections, does not converge due to the lack of initial
imperfection. Using an imperfection approaching zero (and an increasingly small step size to ensure
stability) the critical buckling load is still found.
In figure 4.6 the difference is shown between a calculation without imperfections and one with a
very small one. The chosen imperfection was e0 = 0.15 mm, which naturally is very small for a plate of
1000x2000x20 mm. The little imperfection is needed to get the second order effects started, its size
is mainly determined by element size and load step size. The consequence of the imperfection is that
no exact bifurcation point is found, but using an extrapolation of the post critical area the critical
buckling load can still be approximated.
Figure 4.6: (a) no imperfections, clear bifurcation point
(b) very small imperfection, extrapolation needed
Ansys (eigenvalue analysis): Ncr = 6074 kN
Ansys (displ. contr. analysis): Ncr = 5902 kN
Analytical: Ncr =
= 303.7 · 1000 · 20 · 10-3 = 6074 kN
There is a three percent difference in the displacement controlled calculation and the analytical one.
This is caused by the influence of the initial imperfection. Using e0 = 0.08 mm and decreasing the load
step size even further the critical load becomes 5970 kN. It is reasonable to assume the critical load
approaches 6074 kN as the initial imperfection approaches 0 mm.
F y [
kN]
uz [mm] (a) (b)
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
57
FE model 4
This model is the same as the previous one, only the initial imperfection has a larger value. According
to annex C to NEN-EN 1993-1-5 the initial imperfection should be e0 = b/200 = 5 mm, which would
cover both fabrication tolerances and residual stresses. The results of the calculation do not show a
clear critical load, but they gradually transit to the secondary load path. As a comparison not only the
prescribed 5 mm of imperfection is shown in figure 4.7, but also some other values. The
displacement used in the graph is the maximum out-of-plane displacement of the plate.
Figure 4.7: Elastic plate buckling behaviour with different initial imperfections
FE model 5
This model has all non-linearity’s implemented and can be used to determine the maximum plate
buckling capacity of a single unstiffened plate. The initial imperfection is taken as the prescribed 5
mm by the Eurocode. The complete calculation written as Ansys input can be found in annex C.1. The
next two figures show the sinusoidal mode shape and the stress distribution in a plate with aspect
ratio a = 2. The represented stress in figure 4.9 is the von Mises stress in the middle plane of the
plate, which clearly shows how the force flows around the buckled part.
Figure 4.8: First mode shape with two sinusoidal buckles
0
1000
2000
3000
4000
5000
6000
7000
8000
9000
10000
0 5 10 15 20 25 30 35 40
F y,t
ota
l[k
N]
uz [mm]
1: 0.15 mm
2: 2.0 mm
3: 5.0 mm
4: 10.0 mm
Euler
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
58
Figure 4.9: Stress distribution, respectively at 0.3∙Fmax , 0.6∙Fmax and 1.0∙Fmax
The capacities are:
Ansys: Fmax = 5297 kN
Eurocode: FWinter = 5232 kN
At first hand the results are very close together, with the Ansys result slightly higher. However the
Ansys result is very sensitive to the initial imperfection. The fact that the two calculated capacities
above match that good is because the cold formed sections used by Winter to derive the formula had
an equivalent imperfection around the b/200 value used in the Eurocode.
Figure 4.10 shows the results of the calculation, again with the out-of-plane displacement and
several values of initial imperfection. Figure 4.11 shows the load-displacement diagram with the
displacement taken as the shortening of the plate, which is the displacement in y direction of the
nodes at y = a. In both graphs the elastic behavior has been added in gray to show the influence of
plasticity.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
59
Figure 4.10: Elastic-plastic buckling behavior (in gray: elastic)
Remarkable is the fact that right after the maximum is reached the load falls back rather quickly.
Whether in the case of a built up cross-section the capacities of slender and stockier plates can just
be added certainly needs to be investigated.
Figure 4.11: Elastic-plastic load-displacement diagram
0
1000
2000
3000
4000
5000
6000
7000
8000
0 5 10 15 20 25 30
F y,t
ota
l[k
N]
uz [mm]
1: 0.15 mm
2: 2.0 mm
3: 5.0 mm
4: 10.0 mm
Euler
Winter
0
1000
2000
3000
4000
5000
6000
7000
8000
0 1 2 3 4 5 6 7 8
F y,t
ota
l[k
N]
uy [mm]
1: 0.15 mm
2: 2.0 mm
3: 5.0 mm
4: 10.0 mm
Winter
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
60
Figure 4.12 shows the load-displacement graphs for the five discussed methods. The assumptions
made in each method are clearly reflected in the graph.
Figure 4.12: Load-displacement diagrams of the five models
Concluding it can be said that the ultimate load is estimated very well by the method of Winter, but
there is a large influence of the initial imperfection. Using the imperfection given in NEN-EN 1993-1-5
the finite element calculation in Ansys provided 1.2 % more capacity than the method by Winter.
0
1000
2000
3000
4000
5000
6000
7000
8000
9000
10000
0 1 2 3 4 5 6 7 8 9 10
F y,t
ota
l[k
N]
uy [mm]
Model 1
Model 2
Model 3
Model 4
Model 5
Euler
Winter
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
61
4.3.2 Very slender plate in compression
The plate analyzed had a critical load higher than the ultimate load. The exact same Ansys
calculations as before have been made again, only this time with more slender plate. Only the model
including geometrical and physical imperfections has been used, since these calculate the ultimate
capacity. The dimensions and predicted capacities now are:
Dimensions: a*b*t = 2000*1000*10
Capacities: FEuler = 759 kN
FWinter = 1474 kN
The Ansys analysis gave an ultimate capacity of 1559 kN (with e0 = 5 mm), which is 5.8 % more than
according Winter. Figures 4.13 and 4.14 reflect the buckling behavior of this slender plate. The post-
critical strength is visible since after the critical value the load still increases, even if it is with less
stiffness. Striking is that in the very slender region the ultimate load is no longer depending on the
initial imperfection, since the load is carried mostly by membrane stresses.
Figure 4.13: Load-displacement diagram of slender plate
Figure 4.14: Out-of-plane behavior of slender plate
0
200
400
600
800
1000
1200
1400
1600
1800
0 1 2 3 4 5 6
F y,t
ota
l[k
N]
uy [mm]
1: 0.05 mm
2: 2.0 mm
3: 5.0 mm
4: 10.0 mm
Winter
Euler
0
200
400
600
800
1000
1200
1400
1600
1800
0 5 10 15 20 25 30 35 40
F y,t
ota
l[k
N]
uz [mm]
1: 0.05 mm
2: 2.0 mm
3: 5.0 mm
4: 10.0 mm
Winter
Euler
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
62
The influence of the slenderness on the ultimate capacity can be found in figure 4.15, which shows
the relative buckling load as a function of the slenderness. Here it can be seen that the method by
Winter has the best estimation of the buckling load of a imperfect plate. Since a finite element
calculation needs dimensions in order to calculate the buckling load, the vertical axis is made
dimensionless by dividing by the buckling load according von Kármán. This is the theoretical ultimate
load of a perfect (no imperfections) plate, given by: Fbuckling = (1/rel) As fy.
Figure 4.15: Buckling load of compressed plate
From figure 4.15 it can be concluded that for every plate slenderness the finite element calculation
gives more capacity than NEN-EN 1993-1-5. The largest difference is found in the more slender
plates. In the range of the slenderness mostly applied in practice, rel <2.0, the difference is smaller.
4.3.3 Single plate in bending
Unstiffened plates in bending have been analyzed the same way as the compressed plates in section
4.3.1 and 4.3.2. The results support the same general concept, in a relative stocky plate the ultimate
capacity is depending on the initial imperfections, where in more slender plates it does not. Also here
the imperfection suggested by NEN-EN 1993-1-5 annex C gives results close to the capacity
calculated by the method of Winter.
The analysis was harder to complete, since a lot of deformation was focused in a single point. This
was because very soon after buckling, crippling started to occur and that caused large strains and
displacements. Crippling was found in the upper left area of the plate, or in figure 4.16 around x = 0
and y = b. This crippling effect is also the cause why the load drops very fast after reaching the
ultimate load. Even though a displacement controlled analysis was made, due to the crippling
convergence was much harder to achieve that in the previous sections. This resulted in finer meshes,
smaller step sizes and larger computation times than the previous analyses. Despite that, the analysis
using e0 = 0.5 mm never converged after reaching the ultimate load.
0,0
0,1
0,2
0,3
0,4
0,5
0,6
0,7
0,8
0,9
1,0
1,1
0,0 0,5 1,0 1,5 2,0 2,5 3,0 3,5
F bu
cklin
g/
F vo
n K
arm
an[-
]
rel [-]
Critical load (Euler)Ultimate load (Winter)NEN 6771AnsysElastic load
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
63
Figure 4.16: Unstiffened plate in bending
Figure 4.17: Load-displacement diagram
Figure 4.18: Out-of-plane behavior in bending
Using the initial imperfection given in NEN-EN 1993-1-5 the Ansys calculation gave an ultimate
capacity of 3005 kNm, while the method by Winter predicts a capacity of 2866 kNm. The finite
element calculation gives 4.8 % extra capacity compared to the method by Winter.
0
500
1000
1500
2000
2500
3000
3500
0 1/1000 2/1000 3/1000
Mto
tal [
kNm
]
[mm-1]
1: 0.5 mm2: 3.0 mm3: 5.0 mm4: 10.0 mmWinterEuler
0
500
1000
1500
2000
2500
3000
3500
0 5 10 15 20 25 30 35 40
Mto
tal[k
Nm
]
uz [mm]
1: 0.5 mm2: 3.0 mm3: 5.0 mm4: 10.0 mmWinterEuler
b
a
y
x z
z Dimensions:
a = 4000 mm
b = 2000 mm
t = 15 mm
Boundary conditions:
all edges: dz = 0
x = 0: dx = 0
x = a: rotz = 6/1000
x = y = 0: dy = 0
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
64
The analysis of the plate in bending is also performed with a more slender plate (t = 10 mm). The
other dimensions are kept the same as in figure 4.16. As with the plates in pure compression the
dependence on the initial deformation of the ultimate load is reduced severely. The capacity
according Winter is 1427 kNm, with Ansys calculating 5.0 % more, or 1498 kNm.
4.3.4 Conclusion
Four different single unstiffened plates have been analyzed using Ansys, two different slendernesses
both in compression and bending. In each situation the capacity calculated by Ansys was higher than
the capacity by NEN-EN 1993-1-5, ranging from 1.2 % until almost 6 %. Also figure 4.15 shows how
the Eurocode slightly underestimates the capacity for any given slenderness. Assuming the finite
element calculation is more advanced, the simple methods in the Eurocode are on the safe side. On
the other hand there is a dependence of the ultimate capacity on the initial imperfection, which can
make a difference of a couple percent of the total load.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
65
4.4 Capacity of built up sections
In this subsection the capacity of the box girder as calculated in chapter 3.1 is verified. The
dimensions of the cross-section and previously calculated capacities are given again in figure 4.19.
Two questions have to be answered here, whether the total capacity of the example cross-section
was calculated correctly in the design codes, and if a very slender plate can remain at capacity until a
more stocky plate reached buckling.
Figure 4.19: Dimensions and capacities of box girder
In figure 4.20 the load-displacement diagram as calculated by Ansys is shown, including the elastic
path to show the critical load and the second order path to show the influence of plasticity. The
ultimate capacity is 13435 kN, which is 0,1 % more than the Eurocode capacity of 13416.
Figure 4.20: Dimensions and capacities of box girder
0
2000
4000
6000
8000
10000
12000
14000
16000
18000
20000
0 1 2 3 4 5
F y,t
ota
l[k
N]
uy [mm]
Ansys
Critical load (Euler)
NEN: reduced stress method
EC3: reduced stress method
EC3: effective cross-section method
hw = 1000
tw = 10
tf = 20
bf = 1000
All dimensions in: [mm]
ht = 1015
bt = 1020
Critical (Euler):
NEN 6771:
reduced stress method:
NEN-EN 1993-1-5:
effective cross-section method:
reduced stress method:
4560 kN
6229 kN
13416 kN
9046 kN
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
66
The influence of the web slenderness on the capacities calculated with the different methods was
also determined. This is a very clear way of comparing the methods and since Ansys works with input
given in a script it is quite easy to recreate the graph. In figure 4.21 the Ansys calculations are given,
which confirms that capacity of built up members is calculated most accurately by the Eurocode
effective cross-section method.
Figure 4.21: Ansys verification in influence web slenderness
4.5 Deformation capacity
In chapter 4.3 two plates have been analyzed using Ansys, both were 1000 mm wide, but the
thickness was either 10 or 20 mm. Their respective ultimate capacities were 1559 and 5297 kN.
These plates have been combined into a box girder in chapter 4.4, were Ansys calculated an ultimate
capacity of 13435 kN. Since the expected value was 2∙(1559+5297)=13712, the deformation capacity
of the slender plate seemed to be sufficient.
To investigate whether for each slenderness ratio this would be true, a large number of plate
dimensions have been put in the Ansys log file. In figure 4.22 the results are compared by plotting
the normalized load (Fy,total/Fmax,elastic) against the principle strain (l/l). Here the fundamental
principle behind any effective cross-section method becomes visible. Due to the influence of the
initial imperfections, the stiffness of a plate decreases, ensuring every plate will reach the ultimate
load around the same axial strain. In a built-up cross-section all plates undergo the same
deformation, so each single plate can reach its plate buckling capacity.
0
5000
10000
15000
20000
25000
30000
35000
40000
45000
0 5 10 15 20 25 30 35 40
F bu
clkl
ing
[kN
]
tw [mm]
EC: Effective cross-section method
EC: Reduced stress method
EC: Web breathing
NEN 6771
Elastic capacity
Ansys calculation
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
67
t [mm]
a [mm]
b [mm]
1 40 2000 1000
2 40 5000 2000
3 40 4000 2000
4 20 2000 1000
5 30 3500 2000
6 15 2000 1000 7 30 4000 2000
8 10 2000 1000
Figure 4.22: Loss of stiffness in slender plates
Concluding it can be said that the deformation capacity in a slender plate is not the classical plastic
deformation, which is normally regarded in a steel structure. Plates in buckling lose their stiffness as
soon as buckling sets in, so the ultimate load is always reached around the same amount of
deformation.
0
0,1
0,2
0,3
0,4
0,5
0,6
0,7
0,8
0,9
1F y
,to
tal /
(A
s*f y
)
l/l
12345678
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
68
Chapter 5: Requirements for plate edges
A steel member can be made up from several plate elements, which together form the cross-section.
In the calculation of the plate buckling capacity the various subpanels can be regarded separately.
The line along which the subpanel was originally connected to another plate part is a ‘plate edge’.
Figure 5.1: Stiffeners and edges in a cross-section
When calculating the plate buckling capacity of a stiffened cross-section, there are many
requirements given in various available design codes concerning longitudinal and transverse
stiffeners. Since a buckled plate develops membrane stresses when it is loaded in-plane, a load out-
of-plane exists on the stiffeners. These stiffeners must give adequate support to the plate in the out-
of-plane direction while also having to withstand the in-plane compressive loading itself. All plate
edges have to remain straight for the membrane stresses to fully develop.
In Eurocode 3 this problem is solved by reducing the area of a plate part which is supported by a
longitudinal stiffener. The amount of reduction depends on the geometry of the stiffener. Due to this
reduction the design load of the structure decreases. This decreased design load ensures the stresses
in the actual structure do not exceed the value at which the stiffener loses its ability to support the
plate. In NEN 6771 another approach is chosen. A stiffener is loaded by the plate buckling stress of
the adjacent subpanel, assuming simply supported conditions when determining the plate buckling
stress. The stiffener is then checked regarding it as a column loaded in bending and compression. If it
does not satisfy the requirements the size of the stiffeners or the plate thickness itself needs to be
increased. On top of these two methods for checking the out-of-plane properties of a stiffener, there
are more requirements given. These regard for instance the torsional buckling capacity and
maximum permitted initial deformation.
For the edges which are not formed by stiffeners on the other hand, there has not been given any
requirement. A plate edge is just a simply supported line which stays perfectly straight during
loading. When considering a box girder loaded in compression this naturally feels to be a good
assumption. The webs and flanges are perpendicular to each other and can therefore give good
support in de out-of-plane direction of the other plate element.
Plate edges
Web: three subpanels
Longitudinal stiffeners
Steel cross-section
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
69
When considering an I-shaped member this assumption might seem less logical. Now the flanges
have to support the web out of its plane when it buckles. If these flanges would be of small
dimensions it is easy to see they cannot give enough support to the web, even though according the
plate buckling verification methods it is still okay. If the web would continue past the flanges, they
suddenly become longitudinal stiffeners and would not meet the requirements, or lead to a very high
reduction of the area of the web plate. This leads to the question why flanges in compression don’t
have to comply with the requirements for stiffeners, and if this is correct or not.
5.1 Hypothesis
To give the study some guidance an assumption for the outcome is needed:
When calculating the plate buckling capacity of a cross-section built up from steel plates by regarding
the different subpanels separately, the plate edges (the location where the other subpanels are
connected) can indeed be assumed as simply supported. This assumption can be made because the
out-of-plane support capacity of the edges is determined by the global column buckling of the
complete member.
In practice this would mean that a local plate buckling capacity of the cross-section is determined
assuming 100% effective edges. In a situation where these edges can’t be regarded fully effective,
since they are below the critical stiffness, an extra reduction in capacity is given by the global
buckling of the member.
In the rest of the chapter this hypothesis is tested using finite element modeling in Ansys.
5.2 Outline
In this part of the chapter an outline is given for the study of the edges. The study is divided in three
different parts which are described here.
In the first part some sensitivity analyses are made. Apart from element and step size the precise
shape of the imperfection is also studied. This is an important parameter in the calculations and
therefore it is good to know how sensitive the calculations are to this shape. The main reason for this
is that when modeling in Ansys it is not possible to add a certain imperfection in a single step. The
buckling mode shape of the web is not perfectly sinusoidal when flanges are attached. Therefore we
need to know how accurate this imperfection must be modeled to get satisfying results, but in
general more accuracy means more time to build the model. This is because the individual parts have
to be uncoupled while determining the imperfect shape, and then be coupled again for the analysis
of the plate buckling capacity.
In the second part a single unstiffened plate is modeled. The simple support which normally
constrains the long edge is now replaced by a distributed spring. By varying the spring stiffness and
monitoring the change in collapse load, the influence of the supporting edge is studied. See also
figure 5.2 on the next page.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
70
Figure 5.2: Boundary conditions and loads
In the third part an I-shaped cross-section is studied. This is mostly the same model as in figure 5.2,
only the out-of-plane support of the plate is now given by flanges instead of the distributed elastic
foundation. The flanges are chosen in class 3 or lower, mainly to keep modeling of the structure
relative simple by excluding an extra imperfection.
5.3 Sensitivity analysis
5.3.1 Element and load step size
The element size and load step size play an important role in the finite element calculation. When
using a displacement controlled, geometrical and physical nonlinear calculation the collapse load will
increase while decreasing the load step size. As a result of the smaller steps the top of the load-
displacement curve is not ‘stepped over’. With a larger step size the values itself may be as accurate
as with a small step size, because of extra iterations in each load step, but the iterations do not show
in the results table in Ansys so the collapse load may be missed.
Increasing the number of elements will decrease the collapse load, which makes for a more realistic
solution. Due to the extra number of elements the computation time on the other hand increases
dramatically. In my example they went from a couple of minutes to well over an hour. This
completely limits the ability to quickly study different situations, while the decrease in collapse load
was only a couple percent. The goal here is to find an element size which gives reasonably accurate
results, combined with manageable computation times. There is no golden rule to reach this and it
depends mainly on experience and some trial and error.
An example is given in figure 5.3, where the same plate structure is calculated three times. The first
calculation is just to have a load-displacement graph to verify the effect of the changes. The second
calculation adds a five times smaller load step size to the first, which makes the load-displacement
curve much smoother, since intermediate iterations are more regular and stored in the final results.
The third analysis is made by using half the element size of the second calculation.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
71
Figure 5.3: Influence of element and load step size
In most calculations the load step size needs to be quite small to ensure convergence. To see
whether it is small enough for an accurate result of the collapse load, you to reference it to the
previous and the next value in the load-displacement curve. The difference between these two is a
measure for the accuracy of the collapse load itself.
The element size is chosen such that computation time is limited to around five minutes. In all
calculations a constant element size is maintained, so any inaccuracy will constantly be the same and
not influence the results.
5.3.2 Shape of imperfection
The main goal in this subsection is to determine how complicated the model has to be to get
accurate results. In Ansys adding imperfection cannot be done with the click of a button, but requires
programming with more than a single step.
In the regular plate model the buckling mode shapes can be calculated using an eigenvalue analysis.
The lowest mode shape can then be scaled to match the required amount of imperfection and the
original geometry updated according to this buckled shape. Using the lowest mode shape makes sure
the lowest collapse load is found.
In a cross-section built up from more than one single steel plate this method is not applicable. Only
the most slender plate will deform in the eigenvalue analysis and the rest of the plates will not get an
initial imperfection. This problem can be get round by fixing all but one plate in the out-of-plane
direction, then calculation its imperfect shape and deleting the extra constraints. This procedure
needs to be repeated for each plate part.
The problem with this method is that the ‘free’ plate, from which the buckled shape is calculated, has
fixed edges. This leads to an imperfect shape which may not give the lowest collapse load. Another
problem is the number of sinus waves in the imperfection. When regarding a plate with an aspect
ratio of two (plate length is two times width), the first mode shape should have two sinus shaped
imperfections. When the edges have been fixed the first mode shape has three sinus waves.
The influence of this shape is studied by using the regular plate model, with the rotation around the y
axis as optional constraint. Six calculations are made to compare the different situations.
Load
Displacement
Top
of
load
cu
rve
Displacement
1: Starting point
2: 1/5 load step size
3: 1/2 element size
+0.2%
-1.6%
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
72
Figure 5.4: Constraints in plate model
Four different shapes of the imperfection are tested, with and without rotational constraint and for
both situations the shape with two and three sinusoidal buckles.
Figure 5.5: Mode shape 1 and 2 (roty = free)
Figure 5.6: Mode shape 1 and 3 (roty = 0)
The results can be found in table 5.1, for each situation is given how the roty constraint of the long
edge is varied. The corresponding shapes of the initial imperfection can be found in figures 5.5 and
5.6. The dimensions of the plate are a·b·t = 2000·1000·5 mm. Which makes the plate buckling
capacity according Winter is 389.7 kN.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
73
‘roty’ in making mode shape
Mode shape no. (no. of waves)
‘roty’ in nonlinear analysis
Collapse load [kN]
Relative collapse load [-]
1 free 1 (2) free 445.3 1.000
2 free 2 (3) free 438.8 0.985
3 fixed 3 (2) free 449.0 1.008
4 fixed 1 (3) free 447.4 1.005
5 fixed 3 (2) fixed 599.3 1.346
6 fixed 1 (3) fixed 601.8 1.351
Table 5.1: Collapse loads for different shapes of imperfection
Since the plate is very slender it is expected that the collapse loads according Ansys are higher than
the plate buckling capacity according Winter (see also chapter 4.3.1). The interesting conclusion from
this study is that the actual shape of the imperfection does not have a very large influence on the
collapse load. Another remarkable result is that the lowest collapse load is not reached with the
lowest elastic buckling mode, although again the difference is very small.
When the rotational degree of freedom of the long edge is still fixed during the non linear analysis, a
higher collapse load is reached. This is expected because in transverse direction there the plate is
clamped, instead of simply supported. In practice this capacity can’t be used, because the cross-
section will alternate the direction of the buckles so no fixed edges can be found.
Figure 5.7: Plate buckled cross-sections
5.4 Elastically supported plate
To get a clear picture what the influence of the support condition of the long edge is, a distributed
spring is added to the plate model. The boundary conditions can be found in figure 5.8. The
dimensions of the plate are a · b · t = 4000 · 1000 · 10. The spring stiffness (kz) is variable, since this is
the parameter we are interested in. The initial imperfections are chosen according Eurocode 1993-1-
5 Annex C, which states that the local imperfection must be b/200 = 5 mm and the global bow
imperfection of the edges must be a/200 = 20 mm. The a value is chosen to be four, so no
unexpected stiffness introduced at the support of the short edges of the plate has an influence in the
plate buckling capacity.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
74
Figure 5.8: Boundary conditions
For the two extreme values for kz (kz = 0 and kz = ∞) the load bearing capacity can be calculated using
the methods in NEN-EN 1993-1-5. The finite element calculations can later be confirmed using these
values.
When kz = 0 the plate can be regarded as a column which can be checked according NEN-EN 1991-1-1
article 5.3.1:
With k = ∞ the plate buckling capacity can be calculated according NEN-EN 1993-1-5 article 4.4:
lk = 4000 mm
As = 1000 · 10 mm2
I = 12-1
· 1000 · 103 mm4
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
75
The log-file of the calculation in Ansys can be found in annex C.2. Results are listed in the following
table and figure.
k [N/mm2] 0 0.002 0.02 0.2 0.6 2 6 20 60 200 2000 20000
Fmax [kN] 11.6 17.4 63.9 180 322 548 900 1305 1450 1506 1520 1522
Table 5.2: Plate capacity with various kz
Figure 5.9: Plate capacity versus spring stiffness diagram
From the figure it can clearly be seen that in the beginning an increase in spring stiffness leads to an
increase in collapse load. This is to be expected since the plate element is better supported and more
membrane stresses can develop. Failure is governed by a global column buckling mode. After the
critical value of the spring stiffness is exceeded, no more increase in collapse load occurs. Here the
failure mode is plate buckling, which is independent of the spring stiffness. The capacity for k=0
according to the Eurocode is confirmed by the Ansys calculation, although it is too small to be
properly plotted in the graph.
It is clearly noticeable that a small area of interaction between the two failure modes occurs. If there
would not have been any interaction the transition between k=10 and k=100 would have had a sharp
angle.
Figure 6.10: Region with interaction
0
200
400
600
800
1000
1200
1400
1600
0,0001 0,01 1 100 10000
F d,b
uck
ling
[kN
]
kz [N/mm2]
Nmax Ansys
Nmax Eurocode
0
200
400
600
800
1000
1200
1400
1600
0,1 1 10 100 1000
F d,b
uck
ling
[kN
]
k [N/mm2]
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
76
5.5 I-shaped member
In this part of the chapter the elastic support is replaced by steel flanges. This creates an I-shaped
member, from which the length will be varied. When the length is small the plate buckling failure
mode will be governing, while at a bigger member length the global buckling capacity will be smaller.
In principle the same procedure as with the spring supported plate can be followed, and similar
results can be expected. The geometry and boundary conditions of the member can be found in
figure 5.11.
Figure 5.11: Boundary conditions and geometry
Two important choices have been made to keep the modeling in Ansys relatively simple. Since the
model is a 3D plate model, it is easier to give the ends of the members a fixed support. The nodes at
y=0 are set to uy = ux = uz = 0 while the nodes at y = l are set to ux = uz = 0 and uy as the prescribed
displacement. The buckling length of the member is now of course half of the system length. The
other choice is to use flanges of class three or lower. This ensures only two instead of three
imperfections must be added. The two remaining imperfections are a global imperfection in the
shape of the buckling mode of the member, as seen in figure 5.11, and a local plate buckling
imperfection of the web as seen in figure 5.5. Since the member is not supported anywhere except at
the ends, global buckling will take place in the direction of the weak axis, which gives displacements
in the z-direction. If a global imperfection is given in the positive z-direction, the local imperfection of
the web at y = ½ l must be in the same positive z-direction. This gives the least favorable situation for
the member. If opposite directions are used collapse loads up to 20% higher can be found, but of
course these are not realistic for the structure. Imperfections are added according to Eurocode 1993-
1-5 Annex C, which states that global bow imperfection must be l / 200 and local plate imperfection
hw / 200.
If the hypothesis is correct a member with a small length will have stable plate edges and therefore
reach the plate buckling capacity according Winter. A member with a bigger length will have unstable
edges and the collapse load will now be governed by global buckling. These two failure modes can be
determined using NEN-EN 1993-1-1 and 1993-1-5.
z
y
x
z
web: hw·tw = 2000·15 [mm2]
l
flanges: bf·tf = 550·24 [mm2]
Boundary conditions:
At y=0: ux = 0
uy = 0
uz = 0
At y=l: ux = 0
uz = 0
uy
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
77
Local buckling capacity according NEN-EN 1993-1-5:
Global buckling capacity according NEN-EN 1993-1-1:
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
78
The hypothesis would suggest that when the relative column slenderness ( ) is smaller than 0.2 the
local plate buckling mode will be governing. If it is larger the plate edges become unstable and global
buckling is the leading failure mode. With the chosen cross-section this transition point will occur at a
member length of around 4000 mm, or a buckling length of 2000 mm.
The Ansys calculation log file can be found in Annex C.3. The resulting collapse loads for different
lengths are summarized in table 5.3. Figure 5.12 and 5.13 shows how the shape of the buckles is
affected by the global displacement. Given here is the displacement of the web in the out-of-plane
direction, at the moment the ultimate load is reached. The buckles are no longer sinusoidal and
equal in size.
Figure 5.12: Out-of-plane displacement of web for l = 8000 mm
Figure 5.13: Out-of-plane displacement of web for l = 6000 mm
l
[mm]
Fy;max [kN]
l
[mm]
Fy;max [kN]
l
[mm]
Fy;max [kN]
l
[mm]
Fy;max [kN]
1500 12714 4800 12147 6900 11754 12000 10212
2000 12626 4900 12115 7000 12012 15000 8819
2500 12542 4900 12313 7500 11865 20000 6748
2800 12471 5000 12289 8000 11711 25000 5050
3000 12683 5500 12163 8900 11400 30000 3898
3500 12550 6000 12028 9000 11641 40000 2530
4000 12400 6500 11879 10000 11279 50000 1639
Table 5.3: Collapse loads according Ansys calculations
These results are plotted together with the solution according to the Eurocode in figure 5.14. At first
glance the two lines seem to match, which confirms the hypothesis. At the location of where global
buckling starts to play role however (rel = 0.2), some interaction seems to take place in the results
according the Ansys calculation.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
79
Figure 5.14: Collapse load while increasing l
Figure 5.15: Detail of region with interaction
The jumps in the Ansys results can be explained by the number of buckles present in the
imperfection of the web plate. The buckling factor is always taken as k= 4.0 in the Eurocode, while
in reality it varies with the aspect ratio a and the number of buckles. Even then the collapse load
should not have jumps but only changes in direction. The jumps are created because the aspect ratio
where a mode shape (shape of imperfection) succeeds another one is not necessarily the aspect ratio
where the two succeeding mode shapes have the same collapse load. This effect is also seen in table
5.1. In figure 5.16 the influence of the number of buckles is shown in even more detail.
0 10000 20000 30000 40000 50000
0
2000
4000
6000
8000
10000
12000
14000
0,0 0,2 0,4 0,6 0,8 1,0 1,2 1,4 1,6 1,8 2,0 2,2 2,4
l [mm]C
olla
pse
load
[kN
]
rel [-]
Eurocode
Ansys
0 2000 4000 6000 8000 10000
11000
11250
11500
11750
12000
12250
12500
12750
13000
0,0 0,1 0,2 0,3 0,4 0,5
l [mm]
Co
llap
se lo
ad [k
N]
rel [-]
Eurocode
Ansys
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
80
Figure 5.16: Influence of number of buckles (m) on k and Ansys results
Note that in this study no member lengths smaller than 1500 mm have been studied. In the region of
very small member lengths the collapse load would have become higher than the collapse load
according Winter. This can be seen in the left graph of figure 5.16, where for a < 1 the value of k
increases. In Eurocode 1993-1-5 this effect is accounted for by article 4.5.4, about the column type
buckling which can occur in plates with small a’s.
Except for a small region around rel = 0.4 the collapse loads calculated in Ansys are consistently
smaller than what the Eurocode predicts. The difference expressed in per cent can be found in figure
5.17.
-4
-2
0
2
4
6
8
10
De
viat
ion
[%
]
l [mm]
Figure 5.17: Deviation Eurocode in relation to Ansys
m=1
m=2
m=3
m=4
m=5
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
81
5.6 Conclusion
Even though some deviation exists, the general idea in the hypothesis is correct. Several reasons can
be found why the Ansys results are consistently below the Eurocode values:
- Inaccurate a- and 0-values.
Here ais not the aspect ratio, but the parameter in the buckling curve in the Eurocode. Only a couple
of values can be chosen, according the buckling curves a0, a, b, c, and d. Intermediate values would
give a better fitting. The following values are permitted:
a0 a b c d
a 0.13 0.21 0.34 0.49 0.76
0 0.2 0.2 0.2 0.2 0.2
Table 5.4: Buckling parameters
If a = 0.69 and 0 = 0.29 would have been chosen, the difference for larger length members would be
significantly smaller. A big disadvantage is that now an extra curve would be needed to account for
the interaction, making the verification code more complex. Most likely a choice for a relatively
simple formula has been made in the Eurocode, while making sure the deviation stays within certain
reliability limits.
Figure 5.16: Results with a = 0.69 and 0 = 0.29
- Too much imperfection according Annex C.
The magnitude of the imperfection which has to be added according Annex C of Eurocode 1993-1-5 is
hw / 200. This imperfection includes geometrical imperfection as well as residual stress. It appears
this value is rounded off to a safe margin. Maybe a detailed study of the real imperfections can lead
to a more favorable value and to higher collapse loads.
- Rotation of flanges.
The buckling of the web plate causes the flanges to rotate. Since the ends of the flanges are fixed, a
twisting deformation occurs and strains are introduced in the flanges. Due to these strains collapse is
reached sooner than in perfectly flat flanges.
l [mm]
Co
llap
se lo
ad [k
N]
rel [-]
Eurocode
Ansys
-3-2-101234567
0 10000 20000 30000 40000 50000
Dev
iati
on
[%]
l [mm]
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
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Chapter 6: Conclusion and recommendation
6.1 Conclusion
This thesis started with the question why NEN-EN 1993-1-5 can give much higher plate buckling
capacities then NEN 6771. By analyzing the methods used in both codes, and the principles behind
these methods the differences in capacity can be explained clearly. The NEN 6771 uses the reduced
stress method, with a reduction factor based upon the critical Euler plate buckling stress. For slender
plates this critical stress is always lower than the stress at the ultimate failure load. The NEN-EN
1993-1-5 on the other hand uses the effective cross-section method, first introduced by von Kármán,
and the reduction factor according Winter. Since this reduction factor is calibrated using many tests
on steel specimens, it predicts the ultimate load very well. When calculating with the reduced stress
method in NEN-EN 1993-1-5 the same reduction formula is used. Due to this the calculated capacity
is higher than in a NEN 6771 reduced stress method calculation. Nevertheless, NEN 6771 also
contained the effective cross-section method with Winters reduction formula, so strictly speaking
there is no extra capacity gained in using NEN-EN 1993-1-5. However in a variably loaded structure
web-breathing might be governing over the effective cross-section method and a stress based upon
the critical stress should be used.
The ultimate capacities calculated by the effective cross-section method were verified using finite
element calculations in Ansys. The finite element models made in Ansys had both geometrical and
physical nonlinearities, in order to find the ultimate load of thin steel plates. As well for single plates
as for built up sections the capacities of finite element and design code calculations match very
precise. The deformation capacity needed in built-up sections was found to be a loss of stiffness due
to second order effects. This ensures that when steel plates of different slenderness are combined in
a single section, each plate will reach its own buckling capacity at around the same axial strain. This is
the fundamental principle behind the effective cross-section method.
Plate edges do not have any requirements given for either in NEN 6771 or in NEN-EN 1993-1-5. Using
finite element calculations the hypothesis that the stability of the edges is implied in the global
stability of the member was found to be correct. If global stability is guaranteed, the edges of a plate
will also remain stable. However in between the stable edges the plate can still experience local plate
buckling. If the edges cannot support the adjacent plates, the local plate buckling capacity will not be
reached and global buckling is governing for the capacity of the member.
6.2 Recommendation
Finally a recommendation is given as to what method to choose when calculating a plate buckling
capacity using NEN-EN 1993-1-5. The reduced stress method given in chapter 10 of NEN-EN 1993-1-5
is a quick procedure to determine if a structure is below its plate buckling capacity, especially when
appropriate software can be used. Also for a quick assessment of the plate buckling capacity of a
given cross-section, this is very good method. The capacity will however always be lower than the
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
83
capacity calculated with the effective cross-section method of chapter 4 of NEN-EN 1993-1-5, but if
the plate slendernesses are chosen such that the reduction factors are of similar value, the capacities
will also be close together. If on the other hand such an option for the slenderness is not available,
the effective cross-section method will give a higher capacity. How much percent of extra capacity
depends on the cross-sectional properties, but several dozens is quite possible. Plate buckling in a
member will be accompanied with a loss of stiffness. If this loss of stiffness is expected to have an
influence in the force distribution in the structure, the effective cross-section method must be used
to take it into account.
6.3 Future research
This thesis dealt only with the failure load of slender steel plate cross-sections. At some points the
fatigue sensitivity of variably loaded structures was mentioned. Keep in mind that web-breathing is
caused by an out-of-plane deformation, while fatigue verifications check in-plane stress cycles. A
possibility for future research is how the fatigue verifications are dealt with in the design codes when
a structure sensitive for plate buckling is regarded. The effective area is in this case smaller than the
gross area, which will increase local stress peaks and therefore decrease fatigue life. Since many
effects play a role at the same time it would be interesting to have a better understanding of the
fatigue life of plate buckling sensitive structures. In the Netherlands several bridges have suffered
from fatigue damage, so it is also a very current subject.
The imperfection of the steel plates has a large influence on the final carrying capacity. In all methods
treated in this thesis the imperfection is implemented in some way. NEN 6771 has a linear cut-off to
the critical Euler stress, the reduction factor in Winters method is calibrated to a large number of
tests on cold-formed sections and in a finite element calculation the imperfection is added directly in
the geometry. A first thing which would be interesting to analyze is how the calibration by Winter to
von Kármáns formula relates to the b/200 value used in NEN-EN 1993-1-5 and if this can be an
explanation for any differences in capacity that is found. A second, more applied research direction
can be to the plates fabricated in the steel shops. For instance whether the imperfections of the
actual produced plates match with the fabrication tolerances given in the codes, or if they can be
much higher or lower.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
84
Chapter 7: References
[1] Abspoel, R., Bijlaard, F.S.K., Stability of Steel Plate Structures, Delft University of Technology,
Lecture notes CT4121, 2005.
[2] Vrouwenvelder, A.C.W.M., Structural stability, Delft University of Technology, Lecture notes
CT5144, 2003.
[3] Gardner, L., Nethercot, D.A., Designers’Guide to EN 1993-1-1 – Eurocode 3: Design of steel
structures, general rules and rulesfor buildings, London, 2005.
[4] Hendy, C.R., Murphy, C.J., Designers’Guide to EN1993-2 – Eurocode 3: Design of steel
structures, Part 2: Steel Bridges, London, 2007.
[5] Beg, D., et al, ECCS Eurocode Design Manual: Design of Plated Structures. Eurocode 3: Design
of Steel Structures. Part-1-5: Design of Plated Structures, Ljubljana, 2010.
[6] Johansson, B., et al, Commentary and Worked Examples to EN 1993-1-5 “Plated Structural
Elements”, Luxembourg, 2007.
[7] Timoshenko, S.P., Gere, J.M., Theory of Elastic Stability, Stanford, 1963.
[8] Clarin, M., Plate Buckling Resistance – Patch Loading of Longitudinally Stiffened Webs and
Local Buckling, Luleå University of Technology, Doctoral Thesis 2007:31, 2007.
[9] Bloom, F., Douglas, C., Handbook of Thin Plate Buckling and Postbuckling, New York, 2001.
[10] Falzon, B.G., Aliabadi, M.H., Buckling and Postbuckling Structures, London, 2008.
[11] Yu, W.W., Cold-Formed Steel Design – Third Edition, New York, 2000.
[12] Ghersie, A., et al., Metallic Cold-Formed Thin-Walled Members, London, 2002.
[13] Paik, J.K., Thayamballi, A.K., Ultimate Limit State Design of Steel-Plated Structures, London,
2002.
[14] Subramanian, N., Design of Steel Structures, New Delhi, 2008.
[15] Daley, C., Hermanski, G., Ship Frame Research Program – Investigation of finite element
analysis boundary conditions, Ocean Engineering Research Center, Report TR-2005-05, 2005.
[16] Sedlacek, G., et al., Leitfaden zum DIN Fachbericht 103 – Stahlbrücken, Aachen, 2003.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
85
[n1] NEN 6700; Technische Grondslagen voor Bouwconstructies – TGB 1990 Algemene basiseisen,
Delft, 1991.
[n2] NEN 6770; Staalconstructies – Basiseisen en basisrekenregels voor overwegend statisch
belaste constructies – TGB 1990, Delft, 1997.
[n3] NEN 6771; Technische Grondslagen voor Bouwconstructies – TGB 1990 – Staalconstructies –
Stabiliteit, Delft, 2000.
[n4] NEN 6788; Het Ontwerpen van Stalen Bruggen – Basiseisen en Eenvoudige Rekenregels (VOSB
1995), Delft, 1995.
[n5] NEN-EN 1990 (nl); Eurocode – Grondslagen van het Constructief Ontwerp, Delft, 2002.
[n6] NEN-EN 1993-1-1 (nl); Eurocode 3: Ontwerp en Berekening van Staalconstructies – Deel 1-1:
Algemene regels en regels voor gebouwen, Delft, 2006.
[n7] NEN-EN 1993-1-5 (en); Eurocode 3: Ontwerp en Berekening van Staalconstructies – Deel 1-5:
Constructieve Plaatvelden, Delft, 2006.
[n8] NEN-EN 1993-2 (en); Eurocode 3: Ontwerp en Berekening van Staalconstructies – Deel 2:
Stalen Bruggen, Delft, 2007.
[n9] DIN-Fachbericht 103; Stahlbrücken; Ausgabe März 2003.
[n10] NEN-EN 1090-1 (en); Constructieve Delen van Staal en Aluminium – Deel 1: Eisen voor
Conformiteitsbeoordeling van dragen delen, Delft, 2009.
[n11] NEN-EN 1090-2 (en); Het vervaardigen van Staal- en Aluminiumconstructies – Deel 2:
Technische Eisen voor Staalconstructie (corrected), Delft, 2008.
[w1] Eurocodes in Nederland, by NEN.
www.eurocodes.nl (sept. 2010)
[w2] LUSAS engineering analysis software company, case studies.
http://lusas.co.uk/case/bridge/critical_buckling_analysis.html (sept. 2010)
[w3] Eurocodes Expert, by the Institition of Structural Engineers.
www.eurocodes.co.uk (sept. 2010)
[w4] ANSYS – Simulation Driven Product Development
www.ansys.com (okt. 2010)
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
86
List of annexes A.1 Plate buckling capacity of a plate in bending A.2 Plate buckling capacity of a compressed plate B.1 Cross-sectional capacities calculated with codes B.2 Longitudinal stiffeners according codes C.1 Log-file Ansys of single plate C.2 Log-file Ansys of elastically supported plate C.3 Log-file Ansys of I shaped member D.1 Mathcad sheet for NEN-EN 1993-1-5
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
87
Annex A.1 Plate buckling capacity of a plate in bending
In this annex the plate buckling capacity of a single plate in bending is determined, as support of
chapter 3.3.5. The same plate is analyzed using NEN 6771, the reduced stress method in NEN-EN
1993-1-5 and the effective cross-section method in NEN-EN 1993-1-5.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
88
Annex A.2 Plate buckling capacity of a compressed plate
In this annex the plate buckling capacity of a single plate in compression is determined, as support of
chapter 3.3.6. The same plate is analyzed using NEN 6771, the reduced stress method in NEN-EN
1993-1-5 and the effective cross-section method in NEN-EN 1993-1-5.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
89
Annex B.1 Cross-sectional capacities calculated with codes
This annex shows how a manual calculation using NEN-EN 1993-1-5 and NEN 6771 would look, for
several different cross-sectional shapes. The given calculations on the following pages are for:
- I –shaped member, normal force capacity, according NEN 6771.
- I –shaped member, bending around strong axis, according NEN 6771.
- I –shaped member, normal force capacity, according NEN-EN 1993-1-5, effective cross-
section method.
- I –shaped member, bending around strong axis, according NEN-EN 1993-1-5, effective cross-
section method.
- I –shaped member, bending around weak axis, according NEN-EN 1993-1-5, effective cross-
section method.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
92
Annex B.2 Longitudinal stiffeners according codes
This annex shows how a manual calculation using NEN-EN 1993-1-5 and NEN 6771 would look, for a
single plate with longitudinal stiffener. The given calculations are for:
- A given plate and longitudinal stiffener, according NEN 6771.
- A given plate and longitudinal stiffener, according NEN-EN 1993-1-5.
- The dimensions of the stiffener needed to get the full plate buckling capacity according
Winter.
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
94
Annex C.1 Log-file Ansys of single plate
This annex gives the used log file for a single plate loaded in compression. The comments added to
clarify the commands are in Dutch.
/BATCH,LIST
/filnam,Plaatmodel
/title,Plastisch GNL Plaatmodel
/units,mpa
/nerr,1,99999999
! Dit rekenblad is geldig voor de volgende constructie:
!
! ____ - rechthoekige stalen plaat
! | | - alle randen scharnierend opgelegd
! | | - zuiver druk op zijde 'b'
! | |
! | | a
! | |
! | |
! |____|
! b
t=10 ! plaatdikte (mm)
a=2000 ! lengte van de plaat (mm)
b=1000 ! breedte van de plaat (mm)
na=40 ! aantal elementen in a richting
nb=20 ! aantal elementen in b richting
e=5 ! initiële vervorming (mm)
umax=10 ! maximale verplaatsing (mm)
nmax=40 ! aantal load substeps
fy=355 ! vloeispanning (N/mm2)
/prep7 ! Preprocessor mode
et,1,SHELL181 ! SHELL181 element op id1
R,1,t ! Definieer dikte
mp,ex,1,2.1e5 ! E-modulus voor elastisch materiaal 1
mp,prxy,1,0.3 ! Poisson ratio voor mat. 1
tb,biso,1 ! Bilineair isotropisch hardening
tbdata,1,fy,21 ! met na vloeien E/10000
tbpl,biso,1 ! plot ter controle
/wait,1
k,,0,0,0 ! Keypoints definiëren
k,,b,0,0
k,,b,a,0
k,,0,a,0
kplot
a,1,2,3,4 ! Definieer oppervlakken
lsel,s,tan1,x,1 ! Deelt lijnen op tot elementgrootte
lsel,a,tan1,x,-1
lesize,all,,,nb
lsel,s,tan1,y,1
lsel,a,tan1,y,-1
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
95
lesize,all,,,na
amesh,all ! Auto mesh
nmiddenboven=node(0.5*b,a,0) ! node nummer midden boven, voor plotten van
! verplaatsing
save
finish
/solve ! In oplossingsmodus
antype,static ! Static analysis
pstress,on ! Prestress effects
nsel,s,loc,x,0 ! langsranden opgelegd als scharnier.
d,all,uz,0
nsel,r,loc,y,0
d,all,ux,0
nsel,s,loc,x,0
nsel,r,loc,y,a
d,all,ux,0
nsel,s,loc,x,b
d,all,uz,0
nsel,s,loc,y,0 ! Onderrand scharnier
d,all,uy,0
d,all,uz,0
nsel,s,loc,y,a ! Bovenrand scharnier
d,all,uz,0
nsel,s,loc,y,a ! Kleine verplaatsing bovenrand
d,all,uy,-0.1
solve
finish
/solve
antype,buckle ! Buckling analysis
bucopt,lanb,1 ! Eerste plooivorm
mxpand,1
solve
finish
/prep7
/inquire,myjobname,jobname
allsel
upgeom,e,1,1,'%myjobname(1)%',rst ! Update geometrie met eerste mode-shape
nsel,s,loc,z,e
*get,nmidmid,node,,num,min
save
finish
/solve
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
96
antype,static
nlgeom,on ! GNL rekenen staat aan
outres,all,all ! alle resultaten opslaan
nsel,s,loc,y,a ! verplaatsing bovenrand
d,all,uy,-umax
nsubst,nmax,nmax,nmax ! verdeel in nmax substeps
kbc,0 ! linear toenemende belasting
solve
save
finish
/post1 ! Post processing modus
allsel ! selecteer alle nodes
set,last ! Haal resultaten laatste stap op
/dscale,all,10 ! Schaal verplaatsingen = 10 op 1
shell,mid ! Selecteer middenvlak
plnsol,s,y,2 ! Plot sigma yy
finish
/wait,6
/post26 ! modus met ook tijd
numvar,200 ! 200 variabelen beschikbaar
allsel
nsol,200,nmiddenboven,u,y,Uyneg ! variabele 2 is de verplaatsing u
filldata,199,,,,-1,0 ! slaat -1 op als variabele
prod,2,200,199,,Uy ! product geeft mooie grafiek
nsel,s,loc,y,0 ! Sommatie voor f_tot als var.3
*get,nmin,node,0,nxth
*get,ntot,node,,count
rforce,3,nmin,f,y
*do,ndo,2,ntot
*get,nmin,node,nmin,nxth
rforce,196,nmin,f,y
add,3,3,196,,Fy_tot
*enddo
nsol,198,nmidmid,u,z,Uz_echt ! verplaatsing z in het midden
filldata,197,,,,e,0
add,4,198,197,,Uz
/axlab,x,Verplaatsing Uz [mm]
/axlab,y,Totale Belasting Ftot [N]
xvar,4
plvar,3
/wait,4
/axlab,x,Verplaatsing Uy [mm]
xvar,2
plvar,3
finish
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
97
Annex C.2 Log-file Ansys of elastically supported plate /BATCH,LIST
/filnam,Plaatmodel_f
iles
/title,Plastisch GNL
Plaatmodel
/units,mpa
/nerr,1,99999999
t=10
a=4000
b=1000
na=80
nb=20
e=5
e2=20
k=100
umax=12
nmax=60
fy=355
/prep7
et,1,SHELL181
R,1,t
et,2,COMBIN14
R,2,k
mp,ex,1,2.1e5
mp,prxy,1,0.3
tb,biso,1
tbdata,1,fy,21
tbpl,biso,1
/wait,1
k,,0,0,0
k,,b,0,0
k,,b,a,0
k,,0,a,0
kplot
a,1,2,3,4
lsel,s,tan1,x,1
lsel,a,tan1,x,-1
lesize,all,,,nb
lsel,s,tan1,y,1
lsel,a,tan1,y,-1
lesize,all,,,na
amesh,all
nsel,s,loc,x,0
nsel,a,loc,x,b
nsel,u,loc,y,0
nsel,u,loc,y,a
cm,lr,node
nmiddenboven=node(0.
5*b,a,0)
save
finish
/solve
antype,static
pstress,on
nsel,s,loc,x,0
d,all,uz,0
nsel,s,loc,x,b
d,all,uz,0
nsel,s,loc,y,0
d,all,uy,0
d,all,uz,0
d,all,ux,0
nsel,s,loc,y,a
d,all,uz,0
d,all,ux,0
nsel,s,loc,y,a
d,all,uy,-0.1
solve
finish
/solve
antype,buckle
bucopt,lanb,1
mxpand,1
solve
finish
/prep7
/inquire,myjobname,j
obname
allsel
upgeom,e,1,1,'%myjob
name(1)%',rst
nsel,s,loc,z,e
*get,nmidmid,node,,n
um,min
save
finish
/solve
antype,static
pstress,on
cmsel,s,lr
ddele,all,uz
f,all,fz,1
nmidrand=node(0,0.5*
a,0)
nsel,s,loc,y,a
d,all,uy,0
solve
finish
/prep7
/inquire,myjobname,j
obname
allsel
*get,urand,node,nmid
rand,u,z
upgeom,e2/urand,1,1,
'%myjobname(1)%',rst
cmsel,s,lr
f,all,fz,0
*get,lraantal,node,,
count
*get,lrlaag,node,,nu
m,min
ngen,2,(nb+1)*(na+1)
,all,,,0,0,-5000,1
*do,teller,1,lraanta
l
type,2
real,2
e,lrlaag,lrlaag+(nb+
1)*(na+1)
*get,lrlaag,node,lrl
aag,nxth
*enddo
nsel,s,node,,(nb+1)*
(na+1)+1,(nb+1)*(na+
1)*2
d,all,uz,0
d,all,ux,0
d,all,uy,0
allsel
save
finish
/solve
antype,static
nlgeom,on
outres,all,all
nsel,s,loc,y,a
d,all,uy,-umax
nsubst,nmax,nmax,nma
x
kbc,0
solve
save
finish
/post1
allsel
set,last
/dscale,all,10
shell,mid
plnsol,s,y,2
finish
/wait,6
/post26
numvar,200
allsel
nsol,200,nmiddenbove
n,u,y,Uyneg
filldata,199,,,,-1,0
prod,2,200,199,,Uy
nsel,s,loc,y,0
*get,nmin,node,0,nxt
h
*get,ntot,node,,coun
t
rforce,3,nmin,f,y
*do,ndo,2,ntot
*get,nmin,node,nmin,
nxth
rforce,196,nmin,f,y
add,3,3,196,,Fy_tot
*enddo
nsol,195,nmidrand,u,
z,Uz_echt
filldata,194,,,,e2,0
add,5,195,194,,Uz_ra
nd
nsol,198,nmidmid,u,z
,Uz_echt
filldata,197,,,,e,0
add,4,198,197,,Uz_pl
aat
/axlab,x,Verplaatsin
g Uz [mm]
/axlab,y,Totale
Belasting Ftot [N]
xvar,4
plvar,3
/wait,4
xvar,5
plvar,3
/wait,4
/axlab,x,Verplaatsin
g Uy [mm]
xvar,2
plvar,3
finish
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
98
Annex C.3 Log-file Ansys of I shaped member /BATCH,LIST
/filnam,Plaatmodel_f
iles
/title,Plastisch GNL
Plaatmodel
/units,mpa
/nerr,1,99999999
tw=15
hw=2000
tf=24
bf=550
l=8000
nw=20
nf=4
nl=l/100
ew=10
ef=l/200
umax=20
nmax=50s
fy=355
/prep7
et,1,SHELL181
R,1,tw
R,2,tf
mp,ex,1,2.1e5
mp,prxy,1,0.3
tb,biso,1
tbdata,1,fy,21
tbpl,biso,1
/wait,1
k,,0,0,0.5*bf
k,,hw,0,0.5*bf
k,,0,0,0
k,,hw,0,0
k,,0,0,-0.5*bf
k,,hw,0,-0.5*bf
k,,0,l,0.5*bf
k,,hw,l,0.5*bf
k,,0,l,0
k,,hw,l,0
k,,0,l,-0.5*bf
k,,hw,l,-0.5*bf
kplot
a,3,4,10,9
a,1,3,9,7
a,3,5,11,9
a,2,4,10,8
a,4,6,12,10
lsel,s,tan1,x,1
lsel,a,tan1,x,-1
lesize,all,,,nw
lsel,s,tan1,y,1
lsel,a,tan1,y,-1
lesize,all,,,nl
lsel,s,tan1,z,1
lsel,a,tan1,z,-1
lesize,all,,,nf
asel,s,area,,1
real,1
amesh,all
nsel,s,loc,x,0
nsel,a,loc,x,hw
cm,lr,node
nmiddenboven=node(0.
5*hw,l,0)
save
finish
/solve
antype,static
pstress,on
nsel,s,loc,y,0
d,all,uy,0
d,all,uz,0
d,all,ux,0
nsel,s,loc,y,l
d,all,uz,0
d,all,ux,0
cmsel,s,lr,node
d,all,uz,0
nsel,s,loc,y,l
d,all,uy,-0.1
solve
finish
/solve
antype,buckle
bucopt,lanb,5
mxpand,5
solve
finish
/post1
allsel
eplot
set,first
plnsol,u,z,0
/wait,5
finish
/prep7
/inquire,myjobname,j
obname
allsel
upgeom,ew,1,1,'%myjo
bname(1)%',rst
nsel,s,loc,z,ew
*get,nmidmid,node,,n
um,min
asel,s,area,,2,5
real,2
amesh,all
save
finish
/solve
antype,static
pstress,on
cmsel,s,lr,node
ddele,all,uz
f,all,fz,1
nmidrand=node(0,0.5*
l,0)
nsel,s,loc,x,0
nsel,a,loc,x,hw
d,all,ux,0
nsel,s,loc,y,l
d,all,uy,0
nsel,s,loc,y,0
d,all,uy,0
d,all,uz,0
d,all,ux,0
nsel,s,loc,y,l
d,all,uz,0
d,all,ux,0
solve
finish
/prep7
/inquire,myjobname,j
obname
allsel
*get,urand,node,nmid
rand,u,z
upgeom,ef/urand,1,1,
'%myjobname(1)%',rst
nsel,s,loc,x,0
nsel,a,loc,x,hw
nsel,u,loc,y,0
nsel,u,loc,y,l
ddele,all,ux
save
finish
/solve
antype,static
nlgeom,on
outres,all,all
nsel,s,loc,y,l
d,all,uy,-umax
nsubst,nmax,nmax,nma
x
kbc,0
solve
save
finish
/post1
allsel
set,last
/dscale,all,10
shell,mid
plnsol,s,y,2
finish
/wait,6
/post26
numvar,200
allsel
nsol,200,nmiddenbove
n,u,y,Uyneg
filldata,199,,,,-1,0
prod,2,200,199,,Uy
nsel,s,loc,y,0
*get,nmin,node,0,nxt
h
*get,ntot,node,,coun
t
rforce,3,nmin,f,y
*do,ndo,2,ntot
*get,nmin,node,nmin,
nxth
rforce,196,nmin,f,y
add,3,3,196,,Fy_tot
*enddo
nsol,195,nmidrand,u,
z,Uz_echt
filldata,194,,,,ef,0
add,5,195,194,,Uz_ra
nd
nsol,198,nmidmid,u,z
,Uz_echt
filldata,197,,,,ew,0
add,4,198,197,,Uz_pl
aat
/axlab,x,Verplaatsin
g Uz [mm]
/axlab,y,Totale
Belasting Ftot [N]
xvar,4
plvar,3
/wait,4
xvar,5
plvar,3
/wait,4
/axlab,x,Verplaatsin
g Uy [mm]
xvar,2
plvar,3
finish
Master Thesis – Plate buckling in design codes M.J.M. van der Burg
99
Annex D.1 Mathcad sheet for NEN-EN 1993-1-5
As a part of this thesis the effective cross-section method has been implemented in a Mathcad sheet.
Here the sheet for an I-shaped cross-section is given, but also for a box girder and an unstiffened
plate a sheet has been made.
Plooitoetsing van een I-ligger, volgens Eurocode 3,H4 - Doorsnedereductiemethode
Informatie over dit rekenblad Dit rekenblad toetst een I-ligger zonder langs- of dwarsverstijvers volgens dedoorsnede-reductiemethode uit hoofdstuk 4 van NEN-EN 1993-1-5. De losse plaatvelden moeten dusvoldoen aan de eisen gesteld in art. 4.1.
De toetsing gaat uit van art. 4.3(3) en 4.4(4), een losse toetsing van normaalkracht en buigendmoment capaciteit. Een gecombineerde toetsing is ook toegestaan, alleen moet het effect van hetopschuiven van de neutrale lijn, eN, dan meegenomen worden door te itereren.
De hier bepaalde doorsnedengrootheden (Aeff, Ieff, Weff) mogen ook gebruikt worden voor kip enkniktoetsen volgens NEN-EN 1993-1-1.
Wanneer de constructie als geheel gevoelig is voor 2e orde effecten moeten deze meegenomen zijnin het berekenen van de belasting op het plaatveld.
Bij de invoer van de gegevens moeten alle geel gekleurde velden ingevuld worden. Deelasticiteitsmodulus en poissonfactor worden niet gevraagd, omdat deze in de Eurocode al oprespectievelijk 210.000 N/mm2 en 0.3 aangenomen zijn.Bij de belastingen word een drukkracht met positieve waarde ingevuld, de trekkracht negatief.Het buigend moment dient zo ingevuld te worden, dat de bovenflens gedrukt wordt. Als het buigendmoment negatief is, moet deze alsnog positief worden ingevuld, het profiel moet nu echter 'op zijnkop' ingevuld worden. De boven en onderflens wisselen dus van plek.
Aannamen over de doorsnede:- geen lokale belasting (patch loading).- geen "flange induced buckling"- geen belasting haaks op de plaatvelden.- buiging en dwarskracht alleen in de sterke richting.- geometrie is dus zoals hiernaast:
Figuur 1
Invoer gegevens
Geometrie van de doorsnede:Vul de parameters in zoalsaangegeven in figuur 1:
Materiaalgrootheden:Vloeispanning
Veiligheidsfactoren
Belastingen in de doorsnede:Buigend moment sterke as(ontwerpwaarde)
Normaalkracht(ontwerpwaarde)
Dwarskracht(ontwerpwaarde)
hw 2000 mm⋅:= bf1 800 mm⋅:= bf2 800 mm⋅:=
tw 15 mm⋅:= tf1 24 mm⋅:= tf2 24 mm⋅:=
htotaal hw tf1+ tf2+ 2.048 103× mm=:=
fy 355N
mm2⋅:= ε
235N
mm2⋅
fy
⎛⎜⎜⎜⎝
⎞⎟⎟⎟⎠
0.814=:=
γM0 1.0:=
γM1 1.0:=
MEd 10500 kN⋅ m⋅:= (altijd positief teken, altijd druk in bovenflens!)(als het moment negatief is, profiel spiegelen)
NEd 2200 kN⋅:= (drukkracht positief)(trekkracht negatief)
VEd 200 kN⋅:=
Berekening bruto doorsnedegroothedenIn onderstaand deel worden de doorsnedengrootheden van de bruto doorsnede bepaald:
A hw tw⋅ bf1 tf1⋅+ bf2 tf2⋅+ 6.84 104× mm2=:=
S tf2 bf2⋅ 0.5⋅ tf2⋅ hw tw⋅ 0.5 hw⋅ tf2+( )⋅+ bf1 tf1⋅ htotaal 0.5 tf1⋅−( )⋅+ 7.004 107× mm3=:=
eSA
1.024 103× mm=:=
Ieigen112
bf2⋅ tf23⋅
112
tw⋅ hw3⋅+
112
bf1⋅ tf13⋅+:=
Isteiner tf2 bf2⋅ e 0.5 tf2⋅−( )2⋅ hw tw⋅ e 0.5 hw⋅− tf2−( )2⋅+ bf1 tf1⋅ htotaal e− 0.5 tf1⋅−( )2⋅+:=
I Ieigen Isteiner+ 4.933 1010× mm4=:=
WonderIe
4.817 107× mm3=:=
WbovenI
htotaal e−4.817 107× mm3=:=
Berekening normaalkracht capaciteit
Om deze capaciteit te bepalen word volgens art. 4.3(3) een spanningsverdeling in de doorsnededoor een zuivere normaalkracht aangenomen. Dit levert Ψ=1.
Plooifactoren volgens art. 4.4, tabel 4.1 en 4.2:
kσ.w 4.0:= kσ.f 0.43:=
Relatieve slankheden en reductiefactoren volgens art. 4.4(2):
λp.w
hw
tw
28.4 ε⋅ kσ.w⋅:= λp.f1
0.5bf1 0.5 tw⋅−
tf1
28.4 ε⋅ kσ.f⋅:= λp.f2
0.5bf2 0.5 tw⋅−
tf2
28.4 ε⋅ kσ.f⋅:=
λp.w 2.885= λp.f1 1.079= λp.f2 1.079=
ρw 1.0 λp.w 0.673≤if
λp.w 0.22−
λp.w2
λp.w 0.673>if
:=
ρw 0.32=
ρf1 1.0 λp.f1 0.748≤if
λp.f1 0.188−
λp.f12
λp.f1 0.748>if
:=
ρf1 0.765=
ρf2 1.0 λp.f2 0.748≤if
λp.f2 0.188−
λp.f22
λp.f2 0.748>if
:=
ρf2 0.765=
Het effectieve deel kan bepaald worden volgens tabel 4.1 en 4.2, hiermee is het effectieveoppervlak en de verschuiving van de neutrale lijn te bereken (zie ook figuur 2):
Figuur 2
Aeff ρw hw⋅ tw⋅ ρf1 bf1 tw−( )⋅ tf1⋅+ ρf2 bf2 tw−( )⋅ tf2⋅+ tf1 tf2+( ) tw⋅+:=
Aeff Aeff NEd 0≥if
A NEd 0<if
3.915 104× mm2=:= Aeff 3.915 104× mm2=
Seff.2 ρw hw⋅ tw⋅ 0.5 hw⋅ tf2+( )⋅ ρf1 bf1 tw−( )⋅ tw+⎡⎣ ⎤⎦ tf1⋅ htotaal 0.5 tf1⋅−( )⋅+ ρf2 bf2 tw−( )⋅ tw+⎡⎣ ⎤⎦ t⋅+:=
eeff.2Seff.2
Aeff:= eeff.2 1.024 103× mm=
eN e eeff.2−:= eN 0 mm=
Berekening buigend moment capaciteit
Om deze capaciteit te bepalen word volgens art. 4.3(3) een spanningsverdeling in de doorsnededoor een zuiver buigend moment aangenomen. Dit levert Ψ=-1 voor een symmetische doorsnede.Echter moet eerst de effectieve gedrukte flens bepaald worden, waarmee de Ψ voor het lijf bepaalddient te worden.
Figuur 3
Plooifactor volgens art. 4.4, tabel 4.2 (bij Ψ=1 voor bovenflens): kσ.f 0.43:=
Afmeting flens: c 0.5bf1 0.5 tw⋅−:= c 392.5 mm=
Relatieve slankheid en reductiefactor volgens art. 4.4(2):
λp.f1
c
tf1
28.4 ε⋅ kσ.f⋅:= λp.f1 1.079=
ρf1 1.0 λp.f1 0.748≤if
λp.f1 0.188−
λp.f12
λp.f1 0.748>if
:= ρf1 0.765=
Het effectieve deel van de flens kan bepaald worden volgens tabel 4.2:
ceff ρf1 c⋅:= ceff 300.309 mm=
beff.f1 2 ceff⋅ tw+:= beff.f1 615.618 mm=
Aeff.1 hw tw⋅ beff.f1 tf1⋅+ bf2 tf2⋅+ 6.397 104× mm2=:=
Met deze effectieve gedrukte flens kan Ψ voor het lijf bepaald worden:
Seff.1 tf2 bf2⋅ 0.5⋅ tf2⋅ hw tw⋅ 0.5 hw⋅ tf2+( )⋅+ beff.f1 tf1⋅ htotaal 0.5 tf1⋅−( )⋅+ 6.103 107× mm3=:=
eeff.1Seff.1
Aeff.1:= eeff.1 953.999 mm=
ht eeff.1 tf2−:= ht 929.999 mm=
hc hw ht−:= hc 1.07 103× mm=
Ψwht−
hc:=
Ψw 0.869−=
De plooifactor voor het lijf kan nu bepaald worden volgens art. 4.4, tabel 4.1:
kσ.w 7.81 6.29 Ψw⋅− 9.78Ψw2+ 0 Ψw> 1−≥if
5.98 1 Ψw−( )2⋅ 1− Ψw> 3−≥if
95.68 Ψw 3−<if
:= kσ.w 20.665=
Relatieve slankheid en reductiefactor volgens art. 4.4(2):
λp.w
hw
tw
28.4 ε⋅ kσ.w⋅:= λp.w 1.269=
ρw 1.0 λp.w 0.5 0.085 0.055 Ψw⋅−+≤if
λp.w 0.055 3 Ψw+( )⋅−
λp.w2
λp.w 0.5 0.085 0.055 Ψw⋅−+>if
:= ρw 0.715=
De effectieve doorsnede van de gehele I-ligger kan bepaald worden volgens tabel 4.1 en 4.2, ookkunnen de effectieve doorsnedegrootheden bepaald worden (zie ook figuur 3)
heff ρw hc⋅ 765.124 mm=:=
hw.1 0.4 heff⋅ 306.05 mm=:=
hw.2 0.6 heff⋅ ht+ 1.389 103× mm=:=
Aeff.2 hw.1 hw.2+( ) tw⋅ beff.f1 tf1⋅+ bf2 tf2⋅+ 5.94 104× mm2=:=
Seff tf2 bf2⋅ 0.5⋅ tf2⋅ hw.2 tw⋅ 0.5 hw.2⋅ tf2+( )⋅+ hw.1 tw⋅ htotaal tf1− 0.5 hw.1⋅−( )⋅+ beff.f1 tf1⋅ htotaal(⋅+:=
eeffSeff
Aeff.2906.921 mm=:=
Ieigen112
bf2⋅ tf23⋅
112
tw⋅ hw.23⋅+
112
tw⋅ hw.13⋅+
112
beff.f1⋅ tf13⋅+ 3.388 109× mm4=:=
Isteiner tf2 bf2⋅ eeff 0.5 tf2⋅−( )2⋅ hw.2 tw⋅ eeff 0.5 hw.2⋅− tf2−( )2⋅+ hw.1 tw⋅ htotaal eeff− 0.5 hw.1⋅− −(⋅+:=
Ieff Ieigen Isteiner+ 4.261 1010× mm4=:=
WeffIeff
htotaal eeff−3.734 107× mm3=:=
Berekening dwarskracht capaciteit
De dwarskrachtcapaciteit wordt bepaald aan de hand van de methode uit hoofdstuk 5. In artikel5.1(2) wordt een belangrijke parameter geintroduceerd:
Factor afhankelijk van staalsoort: η 1.20 fy 460MPa≤if
1.00 fy 460MPa>if
:= η 1.2=
Voor de rest van de berekening zijn een tweetal parameters uit Bijlage A (A.1.2) nodig.Hierbij is aangenomen dat er behalve bij de oplegging geen dwarsverstijvers aanwezigzijn, zodat de plooifactor meteen bekend is.
De eulerse kritieke plooispanning is σE 190000tw
hw
⎛⎜⎝
⎞⎟⎠
2
⋅N
mm21.069 107× Pa=:=
De plooifactor bedraagt kτ 5.34:=
De slankheid van het lijf volgt uit artikel 5.3(3):
λw 0.76fy
kτ σE⋅⋅:= λw 1.895=
In tabel 5.1 kan de reductiefactor χ opgezocht worden. Hierbij is aangenomen dat als er opdwarskracht wordt getoetst, deze zich bij de oplegging bevindt. Als het lijf gevoelig is voor plooi, moeter een dwarsverstijver bij de oplegging aanwezig zijn. Deze oplegging word nu aangenomen als een'non-rigid end post' (figuur 5.1(c)).
χ η λw0.83η
<if
0.83λw
0.83η
λw≤if
:= χ 0.438=
De dwarskrachtcapaciteit van het lijf is nu te bepalen met 5.2(1):
Vb.Rdχ fy⋅ hw⋅ tw⋅
3 γM12.692 106× N=:=
VerificatieMet 4.6(1) kan nu een verificatie uitgevoerd worden voor druk en buiging:
UC1: η1NEd
fy Aeff⋅
γM0
⎛⎜⎝
⎞⎟⎠
MEd NEd eN⋅+
fy Weff⋅
γM0
⎛⎜⎝
⎞⎟⎠
+:= η1 0.95=
Met 5.5(1) kan een verificatie voor dwarskwacht uitgevoerd worden:
UC2: η3VEd
Vb.Rd:= η3 0.074=
Interactie is van belang als meer dan de helft van de dwarskrachtcapaciteit gebruikt wordt, in dat gevalmoet artikel 7.1 toegepast worden.
UnityCheck "Voldoet" η1 1.0≤ η3 0.5≤∧if
"Voldoet niet" η1 1.0> η3 0.5≤∧if
"Zie art. 7.1" η3 0.5>if
:=UnityCheck "Voldoet"=