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Faculty
ofCivil
Engineering
and
Geosciences
Collection of Masters theses
November 2012
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Masters ThesesNovember 2012
Civil Engineering and Geosciences
Stevinweg 1
PO Box 5048
NL 2600 GA Delft
The Netherlands
Telephone: +31 (0)15 2784023
E-mail: studentvoorlichting-citg@tudelft.nl
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3 |Masters Theses November 2012
Table of Contents
Preface 7
What is the graduation book exactly? 9
Building Engineering
A search for structural appl ications of transparent plastics in the build ing industry 12
Student: M. de Graa
The future of BIM and the construction industry 13
Student: R. Legierse
Structural Engineering
Design and modelling of cooling water intake risers for deep ocean applications 16
Student: R. van Vliet
Shear Capacity of Reinforced Concrete Slabs under Line and Wheel Load Close to the Support 17
Student: P.H.A. van Hemert
The transition between one-way shear and punching shear 18
Student: J. Doorgeest
Experimental determination of bearing capacity of transversely prestressed concrete deck slabs 19
Student: M.W.J. Vugts
Three-dimensional numerical analysis of tunnelling induced settlements. 20
Student: J.M.J. Kappen
Characterisation, non-destructive detection and strength of compression failures in tropical hardwood 21
Student: H.P. KuischSoil-structure interaction modelling in performance-based seismic jetty design 22
Student: F. Besseling
Feasibility study for a standard viaduct 23
Student: A. Gangaram-Panday
Feasibility study on fiber reinforced polymer cylindrical truss bridges for heavy traffic 24
Student: M. Chlosta
Optimal Design of a module structure with sheeting 25
Student: J. Xu
Use of high strength steel grades for economical bridge design 26
Student: E. Gogou
Human error in structural engineering 27
Student: J. de Haan
Pile Penetration Simulation with Material Point Method 28
Student: L.J. Lim
Variant studie Spoorbrug in vvUHSB. 29
Student: K. ten Pas
Dimensioneren van bouwkuipen in 3D berekeningsmodellen 30
Student: S.V. Bhagirath
Finite element modelling of near field underwater noise generated by offshore pile driving 31
Student: G. Kaushik
Probability analysis of Life Cycle Cost of bridges with different preventive measures and repair methods 32
Student: Y. Pan
FEM modeling of fiber reinforced composites 33
Student: E. Jongejans
Cracking at the unheated side of a tunnel during the heating and cooling phase of a fire 34Student: S. van Aken
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4 |Masters Theses November 2012
Wind Induced Vibrations of frUHSC Bridge decks 35
Student: E. Bosman
Hydraulic Engineering
Feasibility Study of an artificial sandy beach at Batumi, Georgia 38
Student: C. Pepping
Influence of dredging on Columbia River Mouth morphology 39
Student: J. Stark
Static and dynamic loads on the first row of interlocking, single layer armour units 40
Student: M.A. van de Koppel
Modelling the anisotropy of turbulence with the SWASH model 41Student: T. Bogaard
Stability of open filter structures 42
Student: S.A.H. van de Sande
Water level analysis based on North Sea storms 43
Student: M.S. de Jong
Gate Design For Large, High Head Locks 44
Student: J. Doeksen
Innovative guidance structure 45
Student: P. Spruijt
Robust design in structural engineering 46
Student: C. Bus
Coal transport Kalimantan 47Student: B.C.Joppe
Parametrisch ontwerpmodel 48
Student: P. van den Noort
The future of the Oosterschelde with a new inlet channel 49
Student: R.A. de Bruijn
Development of a generic automated instrument for the calibration of morphodynamic Delft3D model applications 50
Student: R.W. Hasselaar
Stevin Outlet Sluices, wave impact under a beam 51
Student: G.M. Hoste
Numerical modelling of Colorado sandbar growth 52
Student: B.J. Nieuwboer
Golfrandvoorwaarden in havens 53
Student: S.P. Reijmerink
Sedimentation-velocity in jet induced flow 54
Student: W.J. Siteur
Determining vessel motions in a harbour due to waves 55
Student: P. van der Ven
Relative Density of a Sand Fill 56
Student: W.C.N. Vessies
Reliability of Quay Walls 57
Student: H.J.Wolters
Innovative design for lock gates 58
Student: S. Zel Taat
Upflow limestone contactor for soft and desalinated water 59
Student: P.B. DoTraffi c induced vibration in float ing thoroughfares 60
Student: E.J. Kaspers
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5 |Masters Theses November 2012
Sustainability as a Procurement Criterion for Port Investments 61
Student: E.F.M. Broesterhuizen
The influence of the wave height distribution on the stability of single layer concrete armour units 62
Student: S.A.A. Zwanenburg
Simulating Barrier Island Evolution 63
Student: J.P. den Bieman
RAMSSHEEP analysis: a tool for risk-driven maintenance 64
Student: W. Wagner
The morphological impact of the deepening of the deep foreshore on the Dutch coast 65
Student: T. van Walsem
Hydraulic Engineering COMEM DomainCalculation of Wave Forces using REEF3D 68
Student: A.M. Kamath
One-Dimensional Viscoelastic Simulation of Ice Behaviour in Relation to Dynamic Ice Action 69
Student: M. Yazarov
Geo-Engineering
Floating Piles 72
Student: J.G. Bol
WatermanagementPluvial flood damage modelling. 74
Student: L. Sterna
On the Topographic Classification of the Chemoga Watershed, Ethiopia 75
Student: F.B.M. Desta
Cold CANON: Anammox at low temperature 76
Student: C. Fei
Judgment under Uncertainty 77
Student: S. Malek Pour
Innovative Design of Gully Pot for Preventing Big particles Clogging Problem 78
Student: Q. Hao
Evaluation of hazard classification systems 79
Student: W. Novalia
Financial Sustainability of Rural Water Supplies in Western Kenya 80
Student: A. Adams
Water quality in bathing waters 81
Student: I. Blommers
Future Threats in drinking water winning from the Afgedamde Maas 82
Student: A.H. Knol
Transition experiments in Amsterdam; 83
Student: N.I. Lugt
Bonding and Bridging in Capacity Development Networks 84
Student: M.M. Pieron
Influence of wave climate schematisation on the simulated morphological development
of the Western Scheldt entrance 85Student: B.W.F. van Rijn
Evaluate two different PAC operations in combination with submerged ceramic MF membrane in
surface water treatment 86
Student: C. Yun
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6 |Masters Theses November 2012
Phosphorus removal by ceramic tight ultra-filtration (CTUF) membrane for RO pre-treatment 87
Student: Z. Zeng
Farmers Strategies Coping with Water Shortage; 88
Student: B. Zhang
Struvite Crystallization and Separation in Digested Sludge 89
Student: W.J. de Buck
Transport & Planning
Measuring the influence of congested bottlenecks on the route choice behavior of pedestrians
at Utrecht Centraal 92
Student: H.A.W. VoskampA Framework for the Modell ing and Ex-ante Evaluation of Coordinated Network Management 93
Student: X. Zhang
An Assessment Framework for the Speed Policy on Dutch Motorways 94
Student: J. Kuijvenhoven
Development of a prediction model for speed limit violations on tangent roadsections. 95
Student: M. Zamanov
Realised capacity estimation with use of
vertical queuing method 96
Student: M.J. Veenstra
Quality assessment of an urban traffic network 97
Student: T. Blanken
The Effect of Network Structure and Signal Settings on the Macroscopic Fundamental Diagram 98Student: D. de Jong
Construction Management Engineering 99
Combining Early Contractor Involvement and Availability-Based Contracting in Complex Infrastructure Projects 100
Student: A. Beekers
Assessing the Benefi ts of Construction Si te Data Management 101
Student: M.S. Moran
Applying the Supply-driven integrated design approach 102
Student: M.A. Moreno Sanchez
Last years Civil Engineering Theses 103Masters Theses June 2012 104
Masters Theses March 2012 106
Masters Theses October 2011 108
Masters Theses June 2011 110
Masters Theses February 2011 112
Research groups and professors within the faculty ofCivil Engineering and Geosciences 114
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7 |Masters Theses November 2012
Preface
Every four months we publish a collection of abstracts
of the theses produced by our recent Masters gradu-
ates. In this collection you will find the theses of
students who graduated in November 2012.
We train our students to be more than just communi-
cators of theoretical knowledge. We also teach them
to be critical, make thorough problem analyses and
take account of social contexts. We are convinced that
a combination of theoretical knowledge and practical
skills is needed to find effective solutions for social
problems.
The graduation project and associated thesis form
the culmination of our students degree programme.
In their graduation projects they examine a concrete
problem and are required to employ all the knowledge
they have gained during the previous years. By success-
fully completing this last step they have proven that
they deserve to carry the title of Master of Science and
that they are ready for the challenges of professional
practice.
In an age when the role and qualities of engineers aresubject to more and more critical scrutiny, our gradu-
ates are still being welcomed with open arms by the
labour market. They disperse to find jobs in various
industries and most of them are offered work almost
straight after their graduation. I see this as proof that
a demand exists for the knowledge and skills of our
graduates.
So it is with pride that I present you with this collection
of thesis abstracts. They demonstrate the high level
that our graduates have attained and the breadth of
the subject matter they have mastered. I would like to
thank all those colleagues who contributed to this work
with such energy and commitment.
I wish our graduates every success with their careers
and I trust that they will be just as enterprising in their
future roles as they were during their studies. I hope
that they continue to learn and create and keep testing
the boundaries of the civ il engineering industry.
Proessor B.M. Geerken
Dean o the Faculty o Civil Engineering and Geosciences
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9 |Masters Theses November 2012
What is the graduation
book exactly?
Masters Theses November contains summaries of the
theses produced by various students who obtained
a Master of Science degree at the Delft University of
Technology. The students in question graduated in Civil
Engineering.
The purpose of this publication is to inform profes-
sionals working in these fields about recent develop-
ments in teaching and research at the Faculty of Civil
Engineering and Geosciences. In many cases, the
subject of the Masters thesis is based on a request
from professionals working in the field in question. Inother cases, such individuals will collaborate in the real-
isation of a Masters thesis. Al ternatively, the thesis may
be part of a wider research project within the depart-
ment itself. The primary goal of the Master s thesis is
to round-off a students course of study at the TU, and
to enable them to graduate as a Master of Science. As
the regulations stand, this requires an investment of 22
to 26 weeks of study. The summary of every completed
thesis is published in Master s Theses June 2012,
whether they are merely average or truly outstanding.
The books layoutThe summaries of the various theses are published per
Masters programme and specialisation:
The Civil Engineering Masters programme has seven
specialisations:
Structural Engineering
Building Engineering
Hydraulic Engineering
COMEM Domain
Geo-Engineering
Water Management
Transport & Planning
Construction Management and Engineering
All of the summaries have a similar layout. Email the
department in question if you require further details
about a specific thesis (the email address is given at the
end of each summary).
The section containing the new summaries is followed
by a comprehensive list of those produced last year. The
layout of these summaries reflects that of the previous
publications.
A Masters programme spans several different depart-
ments, each of which corresponds to a specialisation
within the programme in question. At the end of this
book is a comprehensive list of specialisations, which
includes the names of their respective professors.
The aim of the bookThe main purpose of publishing these Masters theses
is to ensure that the outside world is better informed
about the research that is carried out at the Faculty
of Civil Engineering and Geosciences. It is also hopedthat this book will enhance communication with
professionals working in this field, and help them to
become better informed about the capacities of current
graduates.
Further detailsContact the department in question if you require
further details about one or more of the published
summaries (the phone number is given at the end of
each summary). A small charge is sometimes levied to
cover the costs of printing and posting a thesis. It is not
always possible for us to send complete theses by post.It is possible to download the complete theses. The
theses can be downloaded from:
www.citg.tudelft.nl/GraduationSummaries
Department of Education & Student Affairs
015-27 81199 / 81765
Department of Marketing & Communication
015-27 84023
Further information:Delft University of Technology
Faculty of CEG, Department of Communications
PO Box 5048
2600 GA Delft
The Netherlands
https://webmail.tudelft.nl/owa/studentvoorlichting-citg@tudelft.nl/redir.aspx?C=YpbLpIkCS0C-3c5iwlNwT37FLOkPbs8IYBhsWl2b9yMPUjrTOsfVsTwmG-8sFCN6tLIE0BdUM0Q.&URL=http%3a%2f%2fwww.citg.tudelft.nl%2fGraduationSummarieshttps://webmail.tudelft.nl/owa/studentvoorlichting-citg@tudelft.nl/redir.aspx?C=YpbLpIkCS0C-3c5iwlNwT37FLOkPbs8IYBhsWl2b9yMPUjrTOsfVsTwmG-8sFCN6tLIE0BdUM0Q.&URL=http%3a%2f%2fwww.citg.tudelft.nl%2fGraduationSummaries7/22/2019 Behavior of moored tanker at oil jetty
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10 |Masters Theses November 2012
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1.
Civil Engineering theses
Building Engineering
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1 Building Engineering
Masters Theses November 2012
A search for structural applications of
transparent plastics in the building industry
Transparent building appeals to imagination. The
availability of glass in all shapes and sizes is continu-
ously increasing; architects and engineers thankfully
make use of the given opportunities. But glass has also
some specific disadvantages, as its extreme brittle-
ness. Luckily more materials are available that offer the
desired transparency; transparent plastics might be a
promising addition to the world of transparent building.
Lack of information, their unusual characteristics and
scepticism about their suitability make that transparent
plastics are not yet an obvious choice for structural
building applications.
The transparent plastics that are considered most suit-
able for structural applications are Acrylic (PMMA) and
polycarbonate (PC). They possess very good mechanical
properties as strength and stiffness, compared to other
plastics. Thereby the creep and weathering resistance
of both materials is relatively high.
In this research the behaviour of these transparent
plastics is analysed and it is investigated whether and
how the materials can be used in building structures,
to further explore the dream of completely transparent
buildings.
Transparent plastics show some, for building materials,
unusual characteristics, as thermoplastic and visco-
elastic behaviour, special production techniques and a
very low ratio between Youngs modulus and strength.
This requires a different design approach.
A case study is performed to get more feeling for
the design with thermoplastics. To be able to use
the freedom of shape and to explore the limits of the
materials an observation tower is designed. An entirely
transparent tower, made completely from transparent
plastics.
The design demonstrates that it is technically
possible to design building structures in acrylic and
polycarbonate.
Transparent plastics offer some promising possibilit ies
for building design but still a lot will have to be inves-
tigated further before transparent plastic load bearing
structures can be realised.
For instance the improvement of detailing, the inves-tigation of fire safety, buckling behaviour and the
behaviour for a design life exceeding 20 years, which is
now the limit by a lack of data. This will be a trajectory
of years, but other materials have come that long road
before.
Once the plastics industry recognises the opportunities
of investing in this new product market the develop-
ment of suitable building products, standard details and
optimised material compositions will certainly progress
faster.
Transparent plastics will probably never become a
threatening substitute for standard glazing applications,
the behaviour and suitable applications are incom-
parable. But transparent plastics have the ability to
become a worthy colleague to glass in the future and to
further extend the possibilities of transparent building.
Student: M. de Graaff
Thesis Committee: Prof.ir. R. Nijsse, Dr.ir. F.A. Veer, Ir. H.R. Schipper, Ir. R.M.J. Doomen
For urther inormation, please contact the section o Building Engineering tel. 015 - 27 83990
Email:j.m.vanderschaa@tudelt.nl
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1 Building Engineering
Masters Theses November 2012
Giving insight into the future potential of BIM and to
determine the next steps for developing BIM for the
future construction industry
BackgroundMany different parties are using BIM and apply it in all
kinds of ways. For each project the potential applica-
tions of BIM are being determined. But there is not
enough insight into which applications are useful in the
future, how to apply these in projects and what steps
need to be taken to develop BIM for the upcoming
years.
The aim of this research is to provide insight into how
to apply BIM now and in the future of the Construction
Industry with a vision, and to describe the steps that
need to be taken in a development plan which should
lead to better support of the construction processes and
a reduction of the costs of failure.
ResearchTo explain what BIM i s exactly first a definit ion is given
for BIM, BIMming and Virtual Construction. With the
use of a case study on the project A4 Delft Schiedamand a literature study the current applications of BIM
and the use of these applications have been deter-
mined. Hereafter a perspective is described for the
future Construction Industry with the use of inter-
views with practitioners and key stakeholders from the
Construction Industry. This perspective gives vision
and direction for the development of the construc-
tion industry and the use of BIM for a longer period
of time. It gives an answer to the question what to
develop and why. The current problems of the construc-
tion industry and the current use of BIM are taken into
account together with the major themes and the current
developments.
ResultsEventually a new system is introduced in which BIM
takes on a certain role and contains the information of
the construction process. With a development plan an
interpretation is given to the use and implementation of
the future perspective and the development of BIM into
the new system. This development plan is divided into
three phases with a number of steps. With an example
a concrete interpretation is given.
The future of BIM and the construction industry
Student: R. Legierse
Thesis Committee: Prof.dr.ir. H.A.J. de Ridder, Dr.ir. C.A. van Nederveen, Ir. R. Schipper, Ir. V.H.A. de Waal
For urther inormation, please contact the section o Building Engineering tel. 015 - 27 83990
Email:j.m.vanderschaa@tudelt.nl
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Civil Engineering theses
Structural Engineering
2.
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2 Structural Engineering
Design and modelling of cooling water intake
risers for deep ocean applications
Shell is currently developing the first Floating Liquef ied
Natural Gas (FLNG) facility in the world. It will be
located 200 kilometres off Australias north-west coast
at the Prelude gas field with a water depth of approxi-
mately 250 m. It will be used to receive, process,
liquefy and store natural gas and load it onto LNG
carriers, so that the liquefied gas can be transported
directly to the market instead of going via the main-
land. Eight water intake risers (WIRs) of 150 m length
are bundled together and deliver around 50,000 m3/h
of cold seawater to help cool the gas. A certain mutual
distance between the risers is assured by so-calledspacers. A sketch of the WIR bundle is seen in the
Figure.
For the development of other Shell gas
fields, with larger water depths, there
is potential to use similar facilities.
Extension of the cooling water intake
risers to 300 m at the deeper locations
can increase the LNG production signifi-
cantly, since water from larger depths is
colder.
Sketch o the steel WIR bundle or
Prelude FLNG. Spacers keep the risers
in the bundle at a certain distance rom
each other (Kuiper & Ethymiou, 2011)
In practice there is little experience with applica-
tion of long free-hanging water intake risers. It is not
yet proven that the WIR design for the Prelude FLNG
facility can be increased in length without major design
modifications and applied at deeper fields. Analysis of
interacting risers in a bundle is not straightforward.
The objective of this MSc thesis is therefore to develop
feasible concepts for the water intake risers that can
be applied at deepwater FLNG facilities, select the best
concept and build a numerical model to predict the
behaviour of interacting risers that are closely spaced
together in a bundle.
Conceptual designs of 300 m long WIRs were developed
considering different materials: a steel riser, a steel
riser with a hinge somewhere along its length, a rubber
riser and a riser with a steel upper part and a rubber
lower part. These risers can be free hanging on the side
of the vessel or applied in one or more bundles. From
these concepts, a bundle of eight steel water intake
risers with an outer diameter of 42 surrounding a
structural riser is selected as the best concept for 300 m
long water intake risers.
A new numerica l model is successful ly buil t to predict
the behaviour of interacting risers that are closely
spaced together in a bundle. With this model it is
determined that a minimum of four spacers is required
along a riser bundle of 300 m length to assure a proper
distance between the risers and make sure that the
risers move with the same shape rather than individu-
ally. Also the optimum distribution of the spacers a long
the risers is found.
Student: R. van Vliet
Thesis Committee: Prof.dr. A.V. Metrikine, Ir. H. Hendrikse, Ir. N.F.B. Diepeveen, Dr. M.M. Efthymiou,
Dr.ir. G.L. Kuiper,I r. L.J.M. Houben
For urther inormation, please contact the section o Structural Engineering tel. 015-2784578
Email: l.j.m.houben@tudelt.nl
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2 Structural Engineering
For more than a century, the shear capacity of beams,
deep beams and slabs has been under theoret ical and
experimental research. Through these investigations, no
accurate shear failure mechanism is developed for this
phenomenon. One of the explanations for this result is
that the behaviour of these members depends on more
than twenty parameters. Delft University of Technology
extends this research by investigation the behaviour of
concrete slabs under a load combination. The hypoth-
esis is that superposition of loads is possible on rein-
forced concrete slabs. To investigate the hypothesis,
experiments are done with a line load and a concen-trated load close to the support.
Based on the previous series of experiments, with
only a concentrated load close to the support, it is
found that the hypothesis of superposition is true. The
experimental results show a large margin of capacity
as compared to the values calculated according to the
national and international codes. Although the national
and international standards are based on lower-bound
theories, they are conservative. The shear capacity of
reinforced concrete slabs depends also on the effective
width, which is not included in most of the standards.
As a last step in th is research, the experimental results
are analysed with the use of TNO diana. The reinforced
concrete slabs are modelled as a three-dimensional
problem with non-linear finite elements. In this case the
finite element models are analysed with the modified
Newton-Raphson method. Typically, non-linear finite
element models, which are analysed with the Newton-
Raphson method, have convergence problems. In this
research the same convergence problem was discov-
ered, but also the load-displacement curve has no accu-
rate approximation in comparison with the experiment.
To investigate the convergence and behaviour of the
reinforced concrete slab, the most important param-
eters are varied. Although the spring stiffness and the
shear retention factor had a larger influence on the
behaviour, the convergence problem disappeared when
tension stiffening instead of tension softening was used.
Usually, the finite element models give an accurate
approximation in relation to the experiments. In this
case there is no clear failure mechanism visible, so the
shear behaviour of reinforced concrete slabs remains
under investigation.
Shear Capacity of Reinforced Concrete Slabs
under Line and Wheel Load Close to the Support
Student: P.H.A. van Hemert
Thesis Committee: Prof.dr.ir. J.C. Walraven, Dr.ir. C. van der Veen, Dr.ir. M.A.N. Hendriks, Ir. E.O.L. Lantsoght,
Ir. L.J.M. Houben
For urther inormation, please contact the section o Structural Engineering tel. 015-2784578
Email: l.j.m.houben@tudelt.nl
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18 |Masters Theses November 2012
2 Structural Engineering
The transition between one-way shear and
punching shear
IntroductionIn the past century many research has been done on
the problem of shear failure. Recently the behavior
of one-way spanning concrete slabs subjected to a
concentrated load close to the support was investigated
at Delft University o f Technology. Experimental data has
been analyzed to monitor the transition from one-way
shear to punching shear.
Problem denitionDuring the experiments the following questions arose:
Will in such a situation one-way shear failure orpunching shear failure occur and is it possible to predict
this? Do the various building codes (NEN6720, Eurocode
2, ACI 318, Model Code 2010) provide safe results for
these situations?
ResearchAs the distance from the concentrated load to the
support increases, the failure mechanism of the slab
will change from one-way shear to punching shear. In
the thesis it is investigated how the width of the slab
and the shear span influence the failure mechanism.
The investigation is done by using experimental datafrom tests and analyzing the failure mechanisms. A fine
element model has been made to model two tests. One
test failed in one-way shear and the other test failed
in punching shear. After the two boundary situations
were successfully simulated with the model, it was
possible to investigate the transition between the two
failure mechanisms. By varying the shear span and
the element width the investigation was done. Various
important building codes on shear are also applied to
the tested slabs.
ResultsThe investigation resulted in a graph consisting of three
different areas representing three separate cases of
shear failure, each with their own range of element
width and shear span. Applying the various building
codes on the tested slabs also resul ted in some impor-
tant findings.
Conclusions and recommendationsInvestigating the experiments, building codes and
finite element models resulted in some interesting
conclusions:
It is possible to predict the occurring shear failure
mechanism by using the finite element model or byusing the graph.
To provide a more thorough classification model,
more parameters that influence the failure load and
failure mechanism have to be investigated.
The shear retention factor, used in the finite element
model, was fitted by using the experimental data.
It is recommended to find an average value for the
shear retention factor that can be used in more
general cases. In this way it would a lso be possible
to predict the failure load more accurate.
If the principle of effective width is to be applied in
the building codes the value needs to be limited. As
the shear span increases, the effective width and
therefore the shear capacity increases. Experimental
data contradicts this behavior.
Student: J. Doorgeest
Thesis Committee: Prof.dr.ir. J.C. Walraven, Dr.ir. M.A.N. Hendr iks, Dr.ir. C. van der Veen, Ir. E.O.L. Lantsoght,
Ir. L.J.M. Houben
For urther inormation, please contact the section o Structural Engineering tel. 015-2784578
Email: l.j.m.houben@tudelt.nl
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19 |Masters Theses November 2012
2 Structural Engineering
In the Netherlands traffic has grown rapidly over
the years. The codes which were used to design the
structures did not take into account the high values of
todays traffic. Therefore Rijkswaterstaat started doing
research on all structures built before 1975.
One of the investigated structures is the Van
Brienenoord bridge. The bridge deck consists of
prestressed girders with a transversely prestressed
concrete slab between them. During the review of the
old structures it was found that according to the current
codes the Van Brienenoord bridge does not meet the
requirements for structural safety. Although the bridgeis loaded beyond its calculated capaci ty, it still is in a
good condition. Explanation for this is the occurring
phenomenon of compressive membrane action.
Some countries have incorporated compressive
membrane action into their codes for the design of
structures by an empirical method. However, these
codes do not take into account the presence of trans-
verse prestressing in the slabs. The issue with the
Van Brienenoord bridge is the relative s lenderness of
the concrete slab, the span to depth ratio is high. The
foreign design codes set a limit on the slenderness ofa slab in order to make use of the code. Because this
requirement is not met, the codes assume that the
occurring amount of compressive membrane action
is too little to take into account as beneficial for the
bearing capacity. However, the bearing capacity is
increased by the presence of transverse prestressing.
So the exact bearing capacity of the slender trans-
versely prestressed slab remains unknown.
This project includes a design of scale model which
represents the properties of the Van Brienenoord
bridge, where the effect of the transverse prestressing
on the amount of compressive membrane action can
be investigated. Also the bearing capacity of the slabs
is predicted via analytical methods and finite element
analysis.
Two analytical methods are used to calculate the
bearing capacity of the slabs. Although these methods
have not been validated with a lot of tests, the results
are promising. Especially in comparison with Eurocode
2, the methods give results which are 7 to 9 times
higher.
During the finite element analysis it is demonstrated
that the transverse prestressing level influences the
bearing capacity of the slabs. The occurrence of a
compression arch is clearly visible when the strains
are examined. Also the behaviour of the slabs changes
when the level is adapted. The first moment of crackingdelays when the prestressing level increases.
A very important parameter of the experiment is the
skewness of the interface. When the forces of the skew
interface are decomposed, an extra vertical force loads
the slabs. The extra loading results in a lower capacity
of the interface. The investigation of this parameter via
finite element analysis demonstrates that the capacity
of the skew interface is considerably lower than the
capacity of a straight interface.
When the failure loads during the experiment reach
the values of the prediction in this thesis, the VanBrienenoord bridge will meet the requirements of struc-
tural safety. This is demonstrated by scaling back to
the dimensions of the bridge. Add to this the increased
concrete quality due to ongoing hydration and then the
capacity increases even more. That would mean that
strengthening the bridge is not necessary yet.
Experimental determination of bearing capacity
of transversely prestressed concrete deck slabs
Student: M.W.J. Vugts
Thesis Committee: Prof.dr.ir. J.C. Walraven, Dr.ir. C. van der Veen, Ir. S. Amir, Dr.ir. M.A.N. Hendriks,
Dr.ir. A. de Boer, Ir. L.J.M. Houben
For urther inormation, please contact the section o Structural Engineering tel. 015-2784578
Email: l.j.m.houben@tudelt.nl
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20 |Masters Theses November 2012
2 Structural Engineering
Three-dimensional numerical analysis of
tunnelling induced settlements.
The inuence of masonry building geometry and location
Recent tunnelling projects have received a great
amount of media attention due to settlement induced
damage. Due to the simplified approach of existing
risk assessment methods, a new assessment system
is under development, which can account for three-
dimensional structural aspects of buildings. The aim of
this study is to investigate the influence of the position
and geometry of masonry buildings on the development
of damage, while undergoing tunnelling induced settle-
ments. In line with previous research, three-dimen-
sional finite element analyses are used as a tool to
perform a parametric study. The results of this researchare twofold. There are the results of a numerical
robustness study and the parametric study i tself, which
express building characteristics in a certain vulnerability
to tunnelling induced settlements.
The results of the first section indicate that at least 20
load steps are required to obtain a numerically stable
model with the default force convergence norm. Similar
results can be obtained with a norm 1000 times stricter
combined with 10 load steps.
The parametric study consists of an evaluation of the
parameters position, aspect-ratio, grouping and orien-tation. The position parameter is divided into three
characteristics: the sagging zone, a combined settle-
ment profile and the hogging zone. The aspect-ratio
parameter is also divided into three characteristics:
shallow buildings, square buildings and deep buildings.
The grouping effect parameter also distinguishes three
characteristics: small and
large isolated buildings
and grouped buildings.
The orientation parameter
includes seven different
increasing angles of the
building main axis with
respect to the tunnelling
axis. The maximum meas-
ured crack width in the
buildings gives input for a
classification of damage,
according to the system of Burland et al. (1977).
An average trend in the damage classification indicates
the sensitivity to tunnelling induced settlements of the
parameters. Both during and after tunnelling, a position
of the building in the combined settlement profile is the
most sensitive to differential settlements. Buildings far
away from the tunnelling axis generally obtain no more
than slight damage. Structures with a low aspect-ratio
seem on average to obtain equal amounts of damage
as buildings with an aspect-ratio of 1. Structures with
a higher aspect-ratio are less affected, both during and
after tunnelling.Grouping of the buildings seems to be an influential
parameter. Small isolated buildings obtain far less
damage than large or grouped buildings. In relation to
the numerical analyses, the empirical Limiting Tensile
Strain Method (LTSM) seems to overestimate the
damage for an isolated small building, but underesti-
mate the damage in large or grouped buildings.
For buildings in the sagging zone, a building with a low
angle is the least sensitive to differential settlement,
while the maximum measured crack width increases by
increasing the angle. The difference in maximum crack
width can grow to a factor 3. A building in the combinedsettlement profile or in the hogging zone displays
opposite behaviour. Cases with low orientation angles
are the most susceptible to damage, while increasing
the angle to 90 degrees lowers the maximum measured
crack width. The difference in results can grow up to a
factor 2-3.
Student: J.M.J. Kappen
Thesis Committee: Prof.dr.ir. J.G. Rots, Dr.ir. M.A.N. Hendriks, Ir. G. Giard ina, Ir. S. Pasterkamp, Ir. L.J.M. Houben
For urther inormation, please contact the section o Structural Engineering tel. 015-2784578
Email: l.j.m.houben@tudelt.nl
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21 |Masters Theses November 2012
2 Structural Engineering
Timber intended for structural applications must be free
of compression failures (CFs). CFs are defects in the
wood structure, which can affect more than half of the
stems cross section. It is important to detect CFs when
timber is strength graded and assigned to a strength
class. Certain national standards for timber grading do
not allow the presence o f CFs because CFs reduce the
timber strength. Timber with CFs often shows brittle
failure when loaded in bending and fails without any
prior warnings.
On rough sawn sur faces of tropical hardwood timber,
CFs sometimes are very difficult if not impossible todetect with the naked eye. Non-destructive detec-
tion methods capable of detecting CFs do not exist yet
on industrial level. A reliable detection method and
methodology, for both less visible and non-visible CFs,
is needed in order to fulfil the requirements of visual
strength grading rules and to establish a relationship
between the presence and characteristics of CFs and
the corresponding bending strength of t imber.
Therefore, the main question of this master thesis was:
How can the bending strength be predicted o sawn
tropical hardwood containing visually detectable
CFs?
In order to answer this question, first CFs were char-
acterised and non-destructive detection methods were
investigated on four hardwood species. Secondly,
4-point bending tests were carried out on samples with
and without CFs to determine the reducing effect of
CFs on bending strength (MoR). The MoR of samples
containing CFs can be predicted using several non-
destructive manners:
1. By pre-selecting timber which has a very low dynamic
modulus of elasticity (Edyn).
2. By visual inspection on planed surfaces using CFs
which are carefully inspected and measured. TheseCFs sizes were used in a multiple linear regression
model. With this model a reliable indication of MoR
for samples with and without CFs can be obtained.
3. By scanning timber using computed tomography
based on X-rays (3D CT-scanning) or by using ultra-
sound transmission (C-scanning).
Characterisation, non-destructive detection
and strength of compression failures in tropical
hardwood
Student: H.P. Kuisch
Thesis Committee: Prof.dr.ir. J.W.G. van de Kuilen, Drs. W.F. Gard, Ir. G.J.P. Ravenshorst, Ing.W. Verwaal,
Ir. E.P.J. Beckers, Ir. L.J.M. Houben
For urther inormation, please contact the section o Structural Engineering tel. 015-2784578
Email: l.j.m.houben@tudelt.nl
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22 |Masters Theses November 2012
2 Structural Engineering
Soil-structure interaction modelling in
performance-based seismic jetty design
The importance of soil structure interaction in seismic
design of structures is recognized by the modern
seismic design community that is very much moving
towards performance based design principles.
Particularly for structures with deep foundations in soft
soil conditions, soil-structure interaction is recognized
to be an important factor that has to be considered
in design. Jetty structures obviously are such struc-
tures. On the contrary, seismic design standards do
hardly provide any straight forward tools for engineers
to account for soil-structure interaction in design. It
is clear that a problem exists, which has initiated thisstudy.
In the first phase of the study a literature review is
conducted, where important developments relating to
performance based seismic jetty design and soil-struc-
ture interaction are collected. Based on this literature
review three suitable design approaches are found for
jetty structure design, being simplif ied dynamic analysis
(pushover + response spectrum), uncoupled dynamic
analysis and coupled dynamic analysis.
Then the second phase of the study is geared towards
static pile-soil interaction and pushover analysis ofsingle piles and jetty structures by modelling the soil
as a conventional Winkler foundation or by performing
more advanced hardening soil finite element analysis.
Proper selection of clay parameters for the hardening
soil model hereby is a critical step in order to be able to
verify p-y expressions. After calibration of Winkler foun-
dations for single piles, related issues like pile group
effects are studied by means of finite element pushover
analysis and subsequently p-multipliers for these effects
can be defined for dynamic jetty analysis.
Subsequently the focus is shifted towards free field
dynamic analysis of soil deposit for vertically propa-
gating shear waves, because of its importance for
seismic analysis of deep foundations. Both linear and
nonlinear finite element modelling are performed
and compared to equivalent linear frequency domain
analysis solutions for layered soils. The conclusions
drawn from this phase are important input for the jetty
dynamic analysis.
Then the seismic jetty response was calculated along
the different methods. First by means of simplifieddynamic analysis and then by both uncoupled and
coupled dynamic analysis. Based on the results recom-
mendations are proposed regarding the importance of
soil-structure interaction for future jetty projects and
how it should be accounted for, where both methods
performance as well practical issues are taken into
consideration.
Student: F. Besseling
Thesis Committee: Prof.ir. A.C.W.M. Vrouwenvelder, Prof.dr. A.V. Metr ikine, Dr.ir. R.B.J. Brinkgreve,
Ir. H.J. Lengkeek, Ir. L.J.M. Houben
For urther inormation, please contact the section o Structural Engineering tel. 015-2784578
Email: l.j.m.houben@tudelt.nl
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23 |Masters Theses November 2012
2 Structural Engineering
Student: A. Gangaram-Panday
Thesis Committee: Prof.ir. A.Q.C. van der Horst, Dr.ir. C. van der Veen, Dr. M.H. Kolstein, Ing. C. J. vander Zwaard,
Ir. L.J.M. Houben
For urther inormation, please contact the section o Structural Engineering tel. 015-2784578
Email: l.j.m.houben@tudelt.nl
Research and resultIn the Netherlands two types of viaducts are used:
viaducts with prefabricated beams in the deck and
viaducts with a cast in situ deck. With a multicriteria
analysis it is concluded that prefabrication is the best
method to build the deck. Within the collection of
prefabricated beams the study showed that the solid
deck beam can be used till spans of 16 m and after that
the box girders until 60 m. With the box girders the
deck can be erected fast. The Nosing joint is the best
expansion which can be used and lasts for 40 years. In
the abutment it is always possible to use 2 pile rows forthe foundation. In this way it is possible to make a good
estimation of the deck length. In the future the possi-
bility will be checked to get benefits from this standard
abutment. Prefabrication or a special formwork can be
some options.
For the design phase a flow chart i s made to make the
right choice for viaducts with two spans by using the
different standardized elements. With the flow chart it
is possible to quickly make choices for the deck, expan-
sion joints and the foundations. The piers and the edge
of the deck have not been standardized. In this wayevery viaduct can have another (esthetic) look, while
the basis is uniform.
Conclusions and recommendationsIt is possible to limit the time of the design phase by
using a standard viaduct. By summarizing the design
phase in a flow chart, it is possible to make the first
choices quickly and after that make some design
calculations.
It is recommended to use the flow chart for practical
projects to determine if it is an effective tool. If needed,
the flow chart should be optimized.
IntroductionIn the past clients decided the design of viaducts.
Nowadays the contractors get a lot more responsi-
bility. They must design and execute the viaducts and,
depending on the contract, also finance and maintain
the viaduct for a certain period in the service stage.
Both the client and contractor want to finalize a project
quickly. The design of traffic viaducts with two spans is
the main focus of the thesis. The research was done at
BAM Infraconsult in Gouda, The Netherlands.
Problem denitionAll viaducts have the same goal: cross another road
by a bridge type structure. Still the viaducts have
another shape and are buildup of different elements.
If the viaducts have the same function, the question
is whether it is possible to use a standard viaduct and
with this optimize the design phase of these structures.
With this as the main goal the search for this optimiza-
tion was started.
Feasibility study for a standard viaduct
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24 |Masters Theses November 2012
2 Structural Engineering
Student: M. Chlosta
Thesis Committee: Prof.ir. F.S.K. Bijlaard, Dr. M.H. Kolstein, A.De Boer, Dr.ir. M.A.N. Hendriks,
For urther inormation, please contact the section o Structural Engineering tel. 015-2784578
Email: l.j.m.houben@tudelt.nl
resistance and thereby providing a fire resistance class
of R30 for hydrocarbon fire curve loading. The initial
shape of the bridge was optimized in three stages: first
several different truss topologies, which were derived
with a parametric geometric model, were analyzed and
compared using finite element analysis software, yielding
the square truss with one diagonal as most efficient
topology. In the next steps several grid sizes of this
truss as well as several cross section dimensions were
compared, again using finite element analysis software.
An optimum was found between minimum mater ial usage
and minimum deflection, which reduced the materialusage of the main load bearing elliptical truss by about
40% compared to the initial variant. The optimized
structure was then fitted with the inner bridge deck
supporting trusses as well as the cantilever trusses. The
elliptical truss bridge performed very well considering the
maximum deflections and stresses under Eurocode design
loads and load combinations that were derived in finite
element modeling software. When comparing the full-FRP
bridge design with similar, existing steel structures, the
maximum deformations and stresses were considerably
lower for the full-FRP bridge while only weighing about
60% of the steel structure.This research showed that the new cylindrical truss
bridge type is not only an aesthetically appealing struc-
ture but also performs structurally very well when
combined with fiber reinforced polymer as structural
material. It turned out that fiber reinforced polymers can
be used as stand-alone structural material for medium
span heavy traffic bridges. Next to that, this research
clarified that there is no legitimate structural reason for
the fact that fiber reinforced polymers are used relatively
scarcely in the civil engineering- and bridge engineering
industry compared to traditional building materials such
as steel and concrete. Since this research is one of the
first researches of its kind, using FRP as stand-alone
structural material for a relatively new and complex
bridge type, more research is needed in the field of high
order connections for fiber reinforced polymer circular
hollow sections. Next to that the possibility of the use of
differently sized and shaped cross sections for the truss
members should be investigated.
Considering the recent increase in the use of fiber
reinforced polymers in the civil engineering industry
in general and in the bridge engineering industry in
particular, as well as the recently more and more applied
cylindrical truss bridge type, this research focuses on the
question whether it is possible to combine fiber rein-
forced polymers as stand-alone structural material and
this bridge type to construct a bridge suitable for heavy
traffic as well as bicycle and pedestrian traffic.
This research combines an extensive literature study on
the use of fiber reinforced polymers for bridge engi-
neering with a theoretical feasibility- and design-studyon fiber reinforced polymer cylindrical truss bridges for
heavy traffic.
During the design study the spatial needs of all bridge
users were defined to obtain an initial shape of the
bridge. This shape was then optimized in several steps
using finite-element-modeling and -analysis, yielding a
final shape of the bridge. The behavior of this structure
under design loads was then extensively investigated,
again using finite element analysis, showing that the
bridge could very well meet the self-derived deflection
limit for fiber reinforced polymers at relatively low stresslevels. Since fiber reinforced materials are a very diverse
field of material, with hundreds of different composi-
tions being available, the first result of this study was
the choice of a suitable composite for further analysis.
For this bridge design very high fiber content (>60%)
carbon/epoxy composite was used. The main reason for
this choice was the high modulus and -strength of the
carbon fibers and the high durability and strength of the
epoxy resin. A major reason of the slow implementation
of fiber reinforced polymers in the bridge engineering
industry are the worries concerning the lack of fire safety
of the material. The literature study of this research
showed however that it is possible to construct a heavy
traffic full-FRP truss bridge, while complying with the
known fire safety standards.
The virgin FRP material can be adapted by several
fire-protection measures; it turned out that a combina-
tion of intumescent gel-coating and low volume phos-
phorous filler systems works best in increasing the fire
Feasibility study on ber reinforced polymer
cylindrical truss bridges for heavy trafc
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25 |Masters Theses November 2012
2 Structural Engineering
Student: J. Xu
Thesis Committee: Prof.ir. F.S.K. Bijlaard, Prof.ir. C.A. Willemse, Dr.ir. M.A.N. Hendriks, Ir. R. Abspoel,
Ing. G. Langerak, Ir. L.J.M. Houben
For urther inormation, please contact the section o Structural Engineering tel. 015-2784578
Email: l.j.m.houben@tudelt.nl
Then three plate topologies were investigated in the
thesis work, individually stiffened flat panel, corru-
gated plate, and composite sandwich panel. They were
modeled in STAAD PRO with adjacent frames. The
critical load was applied on the local plate model to
check the capacity. The local plates were adjusted a
lot of times to obtain satisfactory results. Every plate
topology is comparable with each other under the same
structural performance.
After determining the final configurat ion of the three
plates, the total investment costs of the structure were
esimated. The sandwich panel can reduce most weight(13%) and the corrugated plates can save most money
(15%).
The general information in the thesis provides guidance
to the enclosed module design in practice using the
stressed skin design. Detailed design aspects are simply
mentioned and further in-depth research is needed for
practical use.
The master thesis work was carried out at Delft
University of Technology with a contract with Chicago
Bridge and Iron B.V. (CB&I). The project is focused on
an optimal design of a steel structure with sheeting. A
comparative analysis is made among different alter-
native sheeting types. The structural behavior of the
sheeting is investigated first. Based on the total invest-
ment cost analysis, a recommendation for the optimal
design is given.
A li terature review has been undertaken fi rstly
regarding the current module structure design.
Specific design criteria of the module used by CB&Iare described. Possible sheeting configurations are
proposed and investigated in detail. The stressed skin
design concept is introduced in the frame structure
design. A comparison is made between the conven-
tional design and the stressed skin design concept.
Furthermore, a total investment cost analysis is carried
out which is the chosen criteria for the final structure
type.
A substation module was taken as a study case. A
conventional beam and column module was built in
STAAD PRO. The optimized plate model was built up
using the stressed skin concept. The global models areoptimized by dozens of attempts and the final configu-
rations meet all the design criteria. By investigating the
global model, the critical load case on the structure was
found.
Optimal Design of a module structure
with sheeting
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26 |Masters Theses November 2012
2 Structural Engineering
Student: E. Gogou
Thesis Committee: Prof.ir. F.S.K Bijlaard, Dr. M.H. Kolstein, Dr.ir. P.C.J. Hoogenboom, Ir. W.P.J. Langedijk,
Ir. L.J.M. Houben
For urther inormation, please contact the section o Structural Engineering tel. 015-2784578
Email: l.j.m.houben@tudelt.nl
for design of connections and further optimization.
Finally, hybrid (S690 and S355) and homogeneous
(only S355) truss bridge design alternatives both
with (RHS) and circular hollow sections (CHS) have
been developed and compared on a (total) costs
basis.
Final hybrid truss design alternatives or the
Schellingwouderbrug
Results Hybrid designs show significant steel weight reduc-
tion (even 65% for hybrid truss bridge design withRHS members) in comparison to their equivalents all
in S355 designs.
For the truss bridge with RHS the fatigue behavior of
the joints has been proven insufficient. Thus alterna-
tive design with gusset plates has been proposed.
The arch bridge design is governed by fatigue
stresses mainly due to high bending moments in the
main girders, thus application of HSS S690 would not
lead in an economical design.
Conclusions/reccomendationsThe results from literature and trial bridge designs
for a long span bridge clearly indicate that despite
the currently high price of HSS the steel weight and
construction costs can be reduced with the increase of
steel strength. Fatigue and stability may influence the
choice of the bridge type and design of connections.
Fatigue behavior of HSS connections requires further
research.
IntroductionIn Europe S355 is mainly the steel grade used for
bridge design. Moreover, higher steel grades (e.g. S690)
exhibiting improved material properties (e.g. higher
strength, improved toughness, excellent forming and
welding properties) are also available for more than
three decades already but their use is quite limited. This
study has been done in cooperation with Iv-Infra with
the scope to investigate the use of higher steels grades
(mainly S690) in steel bridges.
Problem denitionIn contrast to US and Japan, in Europe the market
demand for high strength steels (HSS) is restricted
mainly due to lack of design codes and long term
experience, which results in an extremely high price for
these steel grades in comparison to mild steels (e.g.
in the Netherlands S460 and S690 are 40% and 75%,
respectively, more expensive than S355). In addition,
HSS offers significant cost benefits due to reduced cross
sectional dimensions and steel weight mainly when
strength is the governing design cri terion. However, in
case of bridges other factors may govern namely fatigue
and/or stability. Therefore, it is customary to considerthat in these cases HSS can offer no (cost) benefits for
bridges.
ResearchThe aim of this thesis project is to present potential
advantages that high strength steels (HSS) have to
offer in case of bridges but also possible disadvantages
and ways of improvement. In order to achieve that the
research has been divided in two main parts:
1. Initial ly a literature survey has been performed
with respect to high strength steel material focused
mainly on steel grades up to S700 in Q&T quality.
Later on several preliminary bridge designs (i.e.
global calculations for a box girder, a truss girder
and an arch bridge with respect to strength, fatigue,
stability and HSS S690) for a single span (L= 105
m) bridge in the Netherlands (Schellingwouderbrug)
have been developed.
2. Based on results from part 1, a truss bridge design
with rectangular hollow sections (RHS) was chosen
Use of high strength steel grades for economical
bridge design
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2 Structural Engineering
Student: J. de Haan
Thesis Committee: Prof.ir. A.C.W.M. Vrouwenvelder, Dr.ir. P.C.J. Hoogenboom, Ir. K.C. Terwel , Ir. A. Rolvink,
Ir. L.J.M. Houben
For urther inormation, please contact the section o Structural Engineering tel. 015-2784578
Email: l.j.m.houben@tudelt.nl
method. The extended method is labour intensive and
requires quite some knowledge concerning human
factors. The simplified method requires considerate less
efforts and knowledge, however this method is only
applicable for standard design tasks.
The third step is to combine the individual task prob-
ability distributions to obtain an overall probability
distribution of the element strength due to errors in the
process (Design Simulation). For this, a Monte Carlo
simulation procedure is proposed. Within this simulation
process, each design task is modelled with an algorithmwhich models the design task a t hand and the occur-
rence of failure. Furthermore design control is modelled
as well in order to investigate the proposed scenarios.
The last step in the model is to determine the proba-
bility of failure of the engineered structure (Probabilistic
Analys is). For thi s a probabi listic analysis method based
on plastic limit state analysis is proposed. The overall
probability distributions found in step three, combined
with probabilistic loading conditions are used to deter-
mine the structural failure probabili ty.
From the case study it can be concluded that the
statically determined beam element is slightly more
susceptible to structural failure. Within both structural
types (statically determined and undetermined beam
elements), the influence of design experience on the
structural failure is limited, while the effect of normal
supervision is somewhat higher. It should be noted
that these results are based on a simple case study,
selecting a more complicated case study will probably
lead to somewhat other results. Nevertheless, it can
be concluded that the proposed HRA model has the
potential to quantify the effect of human error within
carefully defined boundary conditions. However further
research is required to increase the accuracy of the
model and its practical use.
In the recent past a number of buildings collapsed in
the Netherlands under apparent normal circumstances.
The causes of these failures are predominantly human
error within the design or construction of the building.
Examples of this are the collapse of five balconies of
an apartment building in Maastricht in 2003, and the
partial collapse of a roof structure under construction
of a football stadium in Enschede in 2012.Based on
these developments it is of importance to investigate
the current building practice concerning the occurrence
of human error. The objective of this research i s to
investigate the effect of human error within the designprocess on the reliability of building structures. Based
on this, the following research question is defined:
What are the consequences of human error within the
design process on the structural reliability of a typical
building structure?
The research question is answered by proposing a
Human Reliability Assessment (HRA) method and subse-
quently analyse the effect of selected human actions
within the design process. The HRA model is developed
for specific use within engineering tasks and encom-
passes four basic steps: Qualitative Analysis, HumanError Quantification, Design Simulation and Probabilistic
Analys is.
The first step in the HRA model is to define the process
of interest and its boundaries (Qualitative Analysis).
The selected process is a structural design process o f a
beam element within a common office building. Within
the analysis two beam types are considered: a stati-
cally determined beam element and a statically unde-
termined beam element. Furthermore two scenarios for
specific analysis are selected: the level of professional
knowledge and the level of design control.
The second step within the HRA method is to quantify
the probability of failure within an individual design
task (Human Error Quantification). This probability
of failure is represented by a probability distribu-
tion function expressed by two parameters: a Human
Error Probability (HEP) and an Error Magnitude (EM).
The procedure for determining HEPs consists of two
methods: a basic HEP method and an extended HEP
Human error in structural engineering
The design of a human reliability assessment method for structural
engineering
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28 |Masters Theses November 2012
2 Structural Engineering
Student: L.J. Lim
Thesis Committee: Prof.dr.ir L.J. Sluys, Dr.ir. R.B.J. Brinkgreve, Dr. P.J. Vardon, Dr.ir. A. Andreykiv,
Ir. L.J.M. Houben
For urther inormation, please contact the section o Structural Engineering tel. 015-2784578
Email: l.j.m.houben@tudelt.nl
Because an MPM analysis is computationally more
expensive than FEM, a mesh-relaxation technique has
been proposed to couple the MPM and FEM analyses.
Contact algorithms between the pile and the soil are
carried out by using inherent no-slip contact in MPM
and a level-set-based sliding contact algorithm.
Finally, the implementation is used to simulate the
pile penetration process in two dimensional and three
dimensional models.
Pile penetration o a 3D Model
The pile penetration process involves extreme defor-
mation of soil around the penetration region, causing
a mesh distortion problem if the conventional finite
element method (FEM) is used. The material point
method (MPM) meanwhile has been successfully used
in analysing some engineering problems involving
large deformation without the issue of mesh distortion.
However, MPM generates numerical noise in the calcula-
tion of stresses when material points cross element
boundaries due to the discontinuity of the gradient of
the shape functions.
To solve this noise issue, the Dual Domain MaterialPoint (DDMP) is used. DDMP introduces a modi-
fied gradient of the shape function by combining the
continuous gradient of the shape functions and the
conventional ones. In this study, the application of
DDMP is further extended within an implicit scheme by
formulating the consistent tangent system. In addition,
the weight function of DDMP is modified to improve its
performance in the Newton procedure.
Pile Penetration Simulation with
Material Point Method
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29 |Masters Theses November 2012
2 Structural Engineering
Student: K. ten Pas
Thesis Committee: Prof.dr.ir. J.C. Walraven, Dr.ir. C. van der Veen, Dr.ir. M.A.N. Hendriks, Ing. J. Blitterswijk.
For urther inormation, please contact the section o Structural Engineering tel. 015-2784578
Email: l.j.m.houben@tudelt.nl
of andere versterkende effecten op de verplaatsing,
als gevolg van herhaaldelijke belasting. Dit bevestigt
de bepaling in de NEN-EN 1991-2 waarin de gevoelig-
heid voor dynamische effecten wordt gekoppeld aan de
initile verplaatsing als gevolg van het eigen gewicht.
Beide toetsingen geven dus aan dat het risico van
de dynamische effecten niet van toepassing is bij de
ontwerpsnelheid van vmax=160 km/h.
Bij herhaaldelijke belastingen op een constructie zal
er direct moeten worden gedacht aan de effecten van
vermoeiing. Hoewel dit tot op heden over het algemeengeen bepalende factor was, dient er bij het steeds
slanker en lichter worden van de constructie steeds
meer rekening te worden gehouden met de vermoeiing
van het materiaal in de constructie. In deze thesis is
het ontwerp dat voort is gekomen uit de optimalisaties,
getoetst op de vermoeiingscapaciteit.
Hierbij komt naar voren dat de benadering zoals
opgesteld in de NEN-EN 1992-2 niet aanslui t bij de
toepassing van vvUHSB in de praktijk. Als gevolg van
een conservatieve benadering van de vermoeiingsterkte
zal de constructie niet voldoen aan de eisen. De lagevermoeiingssterkte is het gevolg van de beperkingen
van de NEN-EN 1992-2. Deze is opgesteld voor de
toepassing van betonmengsels met een lagere capac-
iteit, en andere eigenschappen.
Echter door experimentele onderzoeken te koppelen
aan de bestaande normen is het mogelijk om een
bevredigend resultaat te behalen. Door middel van de
Hannover-benadering is de vermoeiingssterkte van
vvUHSB te bepalen, waardoor de vermoeiingstoets
gunstiger uitkomt.
In deze thesis wordt onderzocht in hoeverre de
toepassing van vvUHSB voordelen heeft ten opzicht van
de traditionele materialen en op welke wijze vvUHSB
kan worden toegepast in combinatie met de huidige
geldende NEN-EN normen. Deze thesis is opgedeeld in
een tweetal delen, waarbij in het theoretische kader
een opzet wordt gemaakt welke facetten belangrijk
kunnen zijn voor het ontwerpen in vvUHSB. Hierin
wordt met name de krachtswerking, loadmodellen,
materiaal-eigenschappen en andere aandachtspunten
toegelicht. Naast de optimalisaties die binnen de
bestaande NEN-EN normen vallen, wordt er in de thesiseen variant op partile voorspanning toegelicht.
Hierbij wordt de eigen treksterkte van het materiaal
verwerkt in de ontwerpberekeningen. Hierdoor is er te
besparen op de benodigde hoeveelheid voorspanning.
Daarnaast wordt de constructie dynamisch doorger-
ekend d.m.v. een numeriek benadering. Hierin worden
de doorsnede eigenschappen van het geoptimaliseerde
ontwerp, verwerkt in een model dat gekoppeld is aan
de real trains zoals omschreven in de NEN-EN 1991-2.
Deze numerieke toetsing resulteerde niet in resonantie
Variant studie Spoorbrug in vvUHSB.
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30 |Masters Theses November 2012
2 Structural Engineering
Student: S.V. Bhagirath
Thesis Committee: Prof.ir. A.F. van Tol, Ing. H.J. Everts, Dr.ir K.J. Bakker, Dr.ir. R.B.J. Brinkgreve, Ir. J.F. Joosse,
Ir. L.J.M. Houben
For urther inormation, please contact the section o Structural Engineering tel. 015-2784578
Email: l.j.m.houben@tudelt.nl
In dit afstudeerproject is ook onderzocht of de plas-
tische reserve in het stempelraam, indien daar sprake
van kan zijn, het fenomeen stempeluitval kan weer-
staan. Bij een plastische berekening van het stempel-
raam (1e orde plastische berekening) zijn de sterkte- en
stabiliteitstoetsen van de gording weliswaar her en
der iets gunstiger vanwege de eventuele plastische
reserve, maar deze reserve is niet altijd voldoende om
stempeluitval te kunnen weerstaan. Naast de stempe-
luitval analyse is de ontwerpfilosofie voor bouwkuipen
en stempelramen volgens CUR 166 vergeleken met de
in veelal internationale literatuur voorkomende Engelseontwerprichtlijn CIRIA publicatie C580 en C517 met de
focus op de berekeningsfilosofie bij stempeluitval.
Hoewel de onzekerheden conform beide ontwerprichtli-
jnen volgens hetzelfde principe in rekening gebracht
worden, verschilt de mate van pessimistisch zijn in de
leidende parameters enigszins. De Engelse norm CIRIA
gaat strenger om bij het bepalen van de karakteristieke
waarden van de grondparameters bij stempeluitval dan
CUR 166. In CUR 166 zijn verder geen eisen opgenomen
voor de toelaatbare maaiveldzakkingen bij stempelu-
itval. De maximale maaiveldzakking bij stempeluitvalin het bovenste stempelraam heeft een patroon dat
overeenkomt met het spandrel type, waarbij de veldz-
akking maximaal is ter plaatse van de damwand. Deze
zakking kan oplopen tot 1,5 3,0 maal de berekende
maaiveldzakking bij de normale situatie.
In dit afstudeerproject is op basis van een parameter-
studie in 3D-berekeningsmodellen nagegaan of het
stempelraam krachten technisch voldoende weerstand
kan bieden aan het voorval stempeluitval. De analyse
van stempeluitval is uitgevoerd met als grondslag de
praktijkrichtlijnen van CUR 166 m.b.t. de geotechnische
analyse en staalnorm Eurocode 3 m.b.t. de construc-
tieve analyse. Het stempelraam is in de parameterstudie
geanalyseerd bij voorval stempeluitval door uit te gaan
van een stempelraam dat primair is gedimensioneerd en
geoptimaliseerd conform de 1e orde elasticiteitstheorie
van staal in de UGT op basis van de belastingen dievoortvloeien uit het plane strain model.
Vervolgens is dit stempelraam getoetst aan de sterkte-
en stabiliteitseisen conform de 1e en 2e orde elastische
berekening in de BGT op basis van de belastingen die
voortvloeien bij stempeluitval uit het 3D-model. Uit
de analyse van stempeluitval is geconcludeerd dat het
stempelraam, met name de gording, niet beschikt over
voldoende reserve om stempeluitval te kunnen weer-
staan conform de 1e en 2e orde elastische berekening.
De gording ter plaatse van het uitgevallen stempel
ondervindt ondanks de reductie van de lokale horizon-tale korrelspanning een enorme verhoging in krachten
en momenten.
Dimensioneren van bouwkuipen in
3D berekeningsmodellen
Stempeluitval als calamiteiten belasting
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31 |Masters Theses November 2012
2 Structural Engineering
Student: G. Kaushik
Thesis Committee: Prof.dr. A.V. Metrikine, Ir. J.S. Hoving, Ir. A. Tsouvalas, Ir. L.J.M. Houben
For urther inormation, please contact the section o Structural Engineering tel. 015-2784578
Email: l.j.m.houben@tudelt.nl
In the first case, soil is modeled with the spring and
dashpot elements whereas in the latter case, soil is
modeled with the general fluid elements. This analysis
is performed with ADINA-FSI because spring-dashpot
elements cannot be used with potential based elements.
The developed model is analysed to study the influ-
ence of soil elements on the acoustics of the pile driving
process.
It is observed that the pressure development in the
surrounding fluid elements is highly dependent on the
dashpot and spring coefficient used in the analysis. In
the final phase of the research, a parametric study ofthe developed model is performed.
The effect of various parameters such as the inclination
angle of the loading, the radius of the artificial non-
reflective boundary, the radius of the pile and the sea-
soil interface is analysed. The results showed that the
inclination angle of the loading has a considerable effect
in the neighbourhood of the pile whereas its effect is
negligible at a distance far away.
A strong correlat ion is obtained between the pressure
development and the radial distance. However, no such
correlation can be established in case of depth. With
the increase in the radius of the pile, an increase in thepressures is observed during the analysis.
The whole study shows that the simulation model is an
effective mean to study the influence of various factors
on the pressure development in the surrounding fluid
without the need to conduct large scale experiments.
The primary objective of this research is to study,
by means of numerical simulation, the acoustic and
dynamic characteristics of the pile driving process. In
order to estimate the noise generated from the offshore
pile driving process, a finite element model is developed
by using the finite element software tool ADINA. In the
preliminary stage of the model development, a three
dimensional and an axisymmetric pile-fluid interaction
model without the presence of soil elements is consid-
ered to understand the basic characterist ics of wave
propagation in the surrounding fluid as a result of pile
driving.The potential based fluid elements available in ADINA
Structures are used for the analysis. The results of the
analysis are found to be in good agreement with the
findings of past researchers.
The results of the three-dimensional and axisymmetric
analysis are comparable within the desired accuracy
limits. Apart from that, the time taken by the analysis
is considerably reduced in the case of axisymmetric
modelling. Therefore, in the second phase of model
development, an axisymmetric model is further devel-
oped and the soil properties are incorporated.
For the simulation of soil two possibilities are explored:
a) Spring-Dashpot model,
b) Fluid model.
Finite element modelling of near eld underwater
noise generated by offshore pile driving
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32 |Masters Theses November 2012
2 Structural Engineering
Student: Y. Pan
Thesis Committee: Prof.dr. R.B. Polder, Dr. O. Copuroglu, Dr.ir. S.A.A.M. Fennis , Dr.ir. W. Peelen, Dr.ir. W. Courage,
Ir. L.J.M. Houben
For urther inormation, please contact the section o Structural Engineering tel. 015-2784578
Email: l.j.m.houben@tudelt.nl
Following that, a life cycle cost tool was developed
using an example, which is an ongoing Cathodic
Prevention (CPre) project in Groningen. The influence
of different preventive measures and repair methods
on the total life cycle cost has been studied using the
model.
Results show that to apply preventive measures is
generally cheaper than to repair the structures after
they deteriorate. Using stainless steel and hydrophobic
treatment as preventive measures are the cheapest
way to maintain a bridge over 100 years. To repair withconventional repair combined with hydrophobic treat-
ment is the repair method which leads to the lowest life
cycle cost. CP and CPre have the advantage that the
structural condition is being monitored. In a sensitivity
analysis, initial cost and discount rate were found to be
the factors which have the biggest influence on the life
cycle cost.
SEM studies are recommended to be carried out in a
comprehensive way in order to determine the service
life of CP. In terms of LCC modeling, i t is recommended
to determine the time intervals for reapplication of thefour repair methods using probability methods. It is also
recommended to take the probability of price change of
the measures into account.
Nowadays, a lot of reinforced concrete structures
begin to show signs of deterioration. Repairing them
by conventional repair not only costs a huge amount
of money, but also leads to disruption of traffic and
inconvenience. There is a strong incentive to find out
the cheapest way to extend the service life of existing
structures and to design and build new reinforced
concrete (RC) structures which will require less mainte-
nance and repair over their lifetime.
Chloride-induced corrosion of reinforcing bars is
the primary cause of deterioration of RC structures.Conventional repair (combined with hydrophobic treat-
ment) and Cathodic Protection are most frequently used
for repair of chloride-contaminated structures. Applying
preventive measures is the way to bui ld more durable
new buildings. Three methods namely using stainless
steel, applying hydrophobic treatment and Cathodic
Prevention were considered in this project. Using
different preventive measures and repair methods will
involve different costs and will have different influences
on the service life of structures.
In order to find out the cheapest way to maintain abridge, a life cycle cost (LCC) method was adopted. The
life time of bridges with different preventive measures
and repair methods was determined based on data from
literature or calculated based on probabilistic methods.
Among the three repair methods, Cathodic Protection
(CP) is a relatively new technique and samples from
structures having CP for around 20 years have been
examined by SEM trying to reveal the degradation
mechanism. The costs of the preventive measure and
repair methods were derived from practical situations.
Probability analysis of Life Cycle Cost of bridges
with different preventive measures and repair
methods
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33 |Masters Theses November 2012
2 Structural Engineering
Student: E. Jongejans
Thesis Committee: Prof.dr.ir. L.J. Sluys, Dr. A. Simone, Dr.ir. C. van der Veen, Ir. L.J.M. Houben
For urther inormation, please contact the section o Structural Engineering tel. 015-2784578
Email: l.j.m.houben@tudelt.nl
Both approaches produce very similar numerical results.
The ERS approach is more efficient as the current GFEM
approach.
Recently several studies have been performed at the
TU Delft on the use of the generalized finite element
method (GFEM) to model fiber reinforced composite
materials in a two dimensional space. The GFEM model
allows a large number of arbitrarily placed fibers to be
taken into account. The fibers are placed on top of the
ordinary mesh and therefore do not require aligned
meshing to be done. Matrix material, fiber material and
the interface between them each have their own mate-
rial parameters. The discontinuous displacement field
on the fiber, also known as the fiber slip is taken into
account by the use of extra degrees of freedom. Theseextra degrees of freedom are placed on the original
nodes of the elements crossed by fibers.
Fibers are in essence one dimensional objects. The
main degree of freedom they should have is the slip in
the direction of the f iber. It is therefore computation-
ally expensive to use extra degrees of freedom on top
of regular element nodes to describe the displacement
field of the fiber. Why not inserting the extra degrees of
freedom in the direction of the fiber on top of the fiber
itself?
In this thesis a search is done to an efficient element
with extra degrees of freedom on the fiber. A first
unsuccessful try is the use of a so called Interface-
enriched GFEM element (IGFEM). The second
successful approach is the slightly different embedded
reinforcement approach including bond slip (ERS).
This is an element that has been used before in calcu-
lating reinforced concrete in several publications. This
element is used here for calculating elastic mate-
rial reinforced with many fibers. In its mathematical
derivations, a small extension is made to allow for
an arbitrary enrichment function to be inserted on
the fiber displacement field analogous to the GFEM
derivations. This enrichment function inserts a priori
knowledge into the solution allowing it to converge
faster. However, enrichments in th is research are kept
simple. Next to a two dimensional implementation
of the GFEM and ERS approach, a three dimensional
implementation is presented. Encountered problems
and numerical examples for both models are discussed.
FEM modeling of ber reinforced composites
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34 |Masters Theses November 2012
2 Structural Engineering
Student: S. van Aken
Thesis Committee: Prof.dr.ir. J.G. Rots, Dr.ir. M