Collection July 2007

Transcription

Master’s Theses
July 2007
Civil Engineering
Stevinweg 1
PO Box 5048
2600 GA Delft
The Netherlands
afst_juli_2007.indd 1
Telephone:
+31-(0)15-2788234
Telefax:
+31-(0)15-2784889
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Table of Contents
Master’s Theses
July 2007
1
Table of Contents
Preface
1
3
9
What is the graduation book exactly?
10
Civil Engineering Theses
Structural Engineering
13
Technische haalbaarheid van een tuibrug in hogesterktebeton
14
Student: T. van Arkel
Concrete overlay of movable steel orthotropic bridges - The repair method for movable bridges
15
Student: A.G. Boeters
Active control of wind impact on high-rise buildings
16
Student: J. Breen
Optimising floor systems for Q-houses
17
Student: N. van Dorp
Self-Anchored Suspension Bridges
18
Student: D. van Goolen
Constructief ontwerp voor parkeergebouw Molenwijk, Amsterdam-Noord
19
Student: T. Kooij
Bouw, Funderingstechniek, Ribbelpalen
20
Student: M.J. Lindeman
The Reliability of Durability assessments for Existing Concrete Structures
21
Student: M. Ottelé
Bekistingdrukken tijdens het storten van Zelf Verdichtend Beton
22
Student: F. van Waarde
Optimalisatie van boortunnelwapening
23
Student: J.T. van der Welle
Building Engineering
25
Structural Integrity of prefabricated building structures after a gas explosion
26
Student: A. Bhagwandas
A Design Tool for Timber Gridshells The development of a grid generation tool
27
Student: M.H. Toussaint
Hydraulic & Geo Engineering
29
Comparison of Reliability Methods for Flood Defence Systems
30
Student: E. de Boer
The effect of lowering the groynes on the discharge capacity of the river Waal during high water
31
Student: R.W.A. van Broekhoven
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Inhoudsopgave
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Redesigning the Breeddiep – hydraulic and nautical feasibility
32
Student: F.A. de Bruijn
Protecting, St. Bernard Parish, New Orleans “Revision of Coastal defence zone”
33
Student: M. Dijkman
Joint-free quay walls in high performance concrete
34
Student: D. Dudok van Heel
Particle Tracking in a Shallow Mixing Layer - A Fluid Dynamics Laboratory in the Field
35
Student: C. Erdbrink
The impact of placement method on Antifer-block stability
36
Student: A.B. Frens
Next Generation Storage Tanks, A potential alternative for crude oil storage tanks
37
Student: R.E.J. Krol
Hydraulic roughness in sediment-laden flow
38
Student: M. Lely
Research on the relationships between flood characteristics and fatalities
39
Student: B. Maaskant
Open filters in breakwaters with a sand core
40
Student: W.J. Ockeloen
A study into maritime collision probability
41
Student: L.A. Pimontel
Container terminal automation Feasibility of terminal automation for mid-sized terminals
42
Student: W.C.A. Rademaker
Air entrainment with plunging jets
43
Student: A. Smit
Wave overtopping aspects of the Crest Drainage Dike
44
Student: P. van Steeg
Tidal power plant at Saemangeum
45
Student: H. Swane
Watermanagement
47
Space and the art of water management
48
Student: P.J. van Berkum
Lake IJssel water quality close to the wind?
49
Student: J.M. Bloemendal
Phase Lags in Alluvial Estuaries, Classification of alluvial estuaries by means of the phase lag
50
Student: J. Haas
Ceramic silver impregnated pot filters for household drinking water treatment
51
Student: D. van Halem
Application of control techniques to the water management of large water systems
52
Student: J.M. Lemans
Nutrient Loads on the North Sea - Feeding the North Sea
53
Student: H. Meuwese
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Inhoudsopgave
Iron removal at groundwater pumping station Harderbroek
54
Student: K. Teunissen
Transport & Planning
55
Who benefits from road pricing?
56
Student: M.T. Balk
Performance analysis of the Turboroundabout
57
Student: A. van Beinum
=Busstations, meer dan traditionele halte - Integrale oplossing voor inrichting en gebruik
58
Student: S.W. de Boer
Applied Earth Sciences Theses
Resource Engineering
59
Comparing methods for reclaiming ferrofluids used in materials separation
60
Student: H. Agterhuis
Petroleum Engineering and Geosciences
61
Adjoint-Based Well Placement Optimization Under Production Constraints
62
Student: M. Handels
Surfactant adsorption and the effect of surfactant solutions on permeability
63
Student: J.W.R. de Korver
The Geometry of Lobe Elements in Basin-Floor Fan 4, Tanqua-Karoo Basin, South Africa
64
Student: W. Paulissen
Global-scale seismic interferometry: numerical validation of the acoustic representation integral
65
Student: E. Ruigrok
Screening of CO2 Wetting Behavior in Carbonate Reservoirs under Reservoir Conditions
66
Student: M. Sluimers
Visualization of bacterial transport mechanisms with transparent micro-models
67
Student: B.J. Thuss
Engineering Geology
69
Experimental study on clogging processes in spherical flow geometry in water production wells
70
Student: J. de Boer
The Intrinsic Compression Line of Tertiary clays
71
Student: Y. Yao Hu
Characterisation of ore and waste-rock from Irish-type Zn-Pb deposits by means of multi-sensor automatic sorting
72
Student: R. Teerink
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Offshore Engineering Theses
Simulation and optimisation of ocean transits of semi-subversible crane vessels
74
Student: J.J. Bakker
Study of best practice in converting VLCCS to FPSOS from available tanker hulls
75
Student: F.A. Giepmans
Development of an LNG-regasification terminal
76
Student: A.C. Schuiling
Last year’s Theses
Research groups and professors within the faculty of Civil Engineering and Geosciences
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Preface
After two or more years, the hard work has paid
off and the graduates’ business cards are sporting
the much coveted title of Master of Science. All the
students presenting their work in this collection
have proved their expertise within their field of
study. By proved, we mean they have demonstrated
that they have mastered the necessary academic
knowledge specific to their field, are able to further
develop this acquired knowledge independently
and are capable of applying it using innovative and
creative methods.
These engineers specialised in fields that are of
utmost relevance to solving the major issues of
Here at the faculty, we are doing our utmost to
tomorrow. Now more than ever, with the threats
ensure that our science programmes and our
of climate change, the depletion of natural
research continue to correspond to future society
resources and stagnating mobility looming, society
needs. The TU Delft engineer graduates of today
is appealing to the inventive talents of applied
will become our discussion partners of the future.
scientists and civil engineers. As you browse
Together we will set the parameters for scientifically
through the collection of graduation research topics,
challenging, socially relevant and application-
you will find that a striking number of projects
focused research and education.
suggest possible solutions to important social
issues. This does not go unrecognised in the world
I look forward to pursuing this innovative
of professional practice. Consequently, none of our
collaboration with our former students.
graduates will have any trouble securing a good
position.
L. de Quelerij
Dean
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What is the graduation book exactly?
“Master’s Theses July 2007” contains summaries
The Applied Earth Sciences Master’s programme has
of the theses produced by various students who
three specialisations:
obtained a Master of Science degree at the Delft
•
University of Technology. The students in question
•
graduated in “Civil Engineering”, “Applied Earth
•
Engineering Geology
Sciences”, “Transport, Infrastructure and Logistics”
or “Offshore Engineering”.
The Offshore Engineering Master’s programme
The purpose of this publication is to inform
The Transport, Infrastructure and Logistics Master’s
professionals working in these fields about recent
programme
developments in teaching and research at the
Faculty of Civil Engineering and Geosciences. In
All of the summaries have a similar layout. Call the
many cases, the subject of the Master’s thesis is
department in question if you require further details
based on a request from professionals working
about a specific thesis (the phone number is given
in the field in question. In other cases, such
at the end of each summary).
individuals will collaborate in the realisation of a
Master’s thesis. Alternatively, the thesis may be part
The section containing the new summaries is
of a wider research project within the department
followed by a comprehensive list of those produced
itself. The primary goal of the Master’s thesis is
last year. The layout of these summaries reflects
to round-off a student’s course of study at the
that of the previous publications.
TU, and to enable them to graduate as a Master
of Science. As the regulations stand, this requires
A Master’s programme spans several different
an investment of 22 to 26 weeks of study. The
departments, each of which corresponds to a
summary of every completed thesis is published
specialisation within the programme in question.
in “Master’s Theses July 2007”, whether they are
At the end of this book is a comprehensive list of
merely average or truly outstanding.
specialisations, which includes the names of their
respective professors.
The book’s layout
The summaries of the various theses are published
per Master’s programme and specialisation:
The aim of the book
The main purpose of publishing these Master’s
theses is to ensure that the outside world is better
•
The Civil Engineering Master’s programme has
informed about the research that is carried out at
five specialisations:
the Faculty of Civil Engineering and Geosciences.
•
It is also hoped that this book will enhance
•
communication with professionals working in this
•
Hydraulic and Geo Engineering
field, and help them to become better informed
•
Water Management
about the capacities of current graduates.
•
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Further details
Contact 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. If you so wish, you can also make
an appointment to view a particular thesis.
Department of Education & Student Affairs
015-27 85444 / 81765
Department of Marketing & Communication
015-27 87685 / 84694
Further information:
Delft University of Technology
Faculty of CEG, Department of Communications
PO Box 5048
2600 GA Delft
The Netherlands
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Technische haalbaarheid van een tuibrug in
hogesterktebeton
Het vergroten van de lengte van de hoofdoverspanning
Tuibruggen met een hoofdoverspanning groter dan
analyse zijn de elementen getoetst op buigende
300m worden meestal in staal uitgevoerd omdat
momenten, normaalkrachten, dwarskrachten en
er dan een slanke brug toegepast kan worden.
stijfheidseisen, zowel op een globaal als op een
Staal is echter relatief duur en onderhoudsgevoelig
lokaal niveau. Dit is in eerste instantie met behulp
ten opzichte van beton. De doelstelling van dit
van handberekeningen gedaan, welke later zijn
afstudeerwerk betreft daarom het onderzoeken
uitgebreid met eindige elementen berekeningen.
van de technische haalbaarheid van het vergroten
In de dynamische analyse is onderzocht of de brug
van de lengte van de hoofdoverspanning van
ontvankelijk is voor zichzelf versterkende trillingen
betonnen tuibruggen door het toepassen van
zoals flutter en galloping en voor gedempte vortex
hogesterktebeton in de brugligger en de pylonen.
trillingen, regen-wind trillingen en wake-galloping.
Deze studie is toegepast op een toekomstige
De mogelijke uitvoeringsmethodes zijn onderzocht
verbinding tussen de A20 en A15 over de Nieuwe
en de meest geschikte methode voor deze situatie is
Maas ten westen van Rotterdam.
met behulp van een multi-criteria-analyse bepaald.
De materiaaleigenschappen van hogesterktebeton
Het vergroten van de lengte van de
zijn eerst onderzocht om te zien hoe deze afwijken
hoofdoverspanning van betonnen tuibruggen
van conventioneel beton. Vervolgens is nagegaan
tot 500m blijkt technisch mogelijk te zijn. Een
of de basisgeometrie, zoals de optimale relatieve
symmetrische, flexibele en slanke ligger is nodig om
pyloonhoogte en de verhouding tussen de lengte
de negatieve en positieve buigende momenten en
van de zijoverspanning en de hoofdoverspanning,
de normaalkrachten te weerstaan. De lage stijfheid
door het toepassen van dit materiaal wijzigt. Het
en het lage eigen gewicht zorgen ervoor dat zo min
toe te passen tuikabelsysteem, de liggervorm
mogelijk buigende momenten worden aangetrokken
en de hoofdafmetingen van de brug zijn bepaald
en dat de normaalkracht ook geminimaliseerd wordt.
op basis van de specifieke situatie, waarbij de
Een liggerhoogte van slechts 1m kan bereikt worden
hoofdoverspanning 500m betreft. De afzonderlijke
door het toepassen van B105 hogesterktebeton.
constructie-elementen van deze hoofdgeometrie,
De hoge sterkte van dit materiaal is vereist om
te weten de ligger, de pylonen en de tuikabels,
de drukzone zo laag mogelijk te houden zodat
zijn nader gedimensioneerd door middel van een
de arm met het staal groot genoeg blijft om te
statische analyse, een dynamische analyse en met
kunnen vloeien in de uiterste grenstoestand. Met
het oog op uitvoeringsaspecten. In de statische
conventioneel beton zou dit niet mogelijk zijn
geweest.
Goede aërodynamische
eigenschappen zijn vereist om
zichzelf exciterende trillingen te
voorkomen. Dit wordt bereikt
door de grote dekbreedte,
het toepassen van twee
tuikabelvlakken, de zeer grote
breedte: hoogte verhouding van
de ligger en de gesloten vorm.
Student:
T. van Arkel
Committee:
Prof.dr.ir. J.C. Walraven, Dr.ir. C. van der Veen, Dr.ir. C.B.M. Blom (Gemeentewerken
Rotterdam), Dr.ing. A. Romeijn
For further information please contact the department of Structural Engineering, tel (+31)15-2784578
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Concrete overlay of movable steel orthotropic bridges
The repair method for movable bridges
In 1997 cracks were found in the relatively new
the concrete cover on the rebars is 6 mm thick.
movable part of the Van Brienenoord bridge, a
repair method for steel orthotropic bridges has
The stresses occurring due to the fatigue loading
searched for ever since. For fixed bridges a solution
based on the Eurocode (load model 3) are calculated
was found: the steel deck plate is overlayed with a
and the fatigue lifetime of each material is
concrete layer with a thickness varying between 50
defined. Since uncertainties exist about the fatigue
mm and 120 mm and on top of the repair layer a
behaviour of the interaction between materials,
new wearing surface is created. The concrete layer
an experimental research has been started. Test
is either connected by studs or by an epoxy layer.
specimens were created and dynamically loaded
by a hogging moment in a four point bending test.
Movable bridges have a thin wearing surface.
In the experimental research it became clear that
Due to weight restrictions, it is not possible to
the steel reinforced alternatives fail by reinforcing
apply a relatively thick concrete layer on top of
bar failure, whereas the CFRP alternative fails by
the steel deck plate. So, different solutions have
debonding of the rebars. Besides these failure
been researched and the best option seems to be
modes, concrete cracks occurred in the anchorage
to overlay the steel deck plate with a thin heavily
zone of the reinforcement. These cracks have been
reinforced concrete layer. This method has already
further researched, because they might become
been analysed under static loads, but also the
critical in practice. It is concluded that the concrete
fatigue resistance should be guaranteed. This
is only governing in case of relatively high moments.
master thesis project aims at designing a 20 mm
concrete layer in order to increase the lifespan
Based on this research, the fatigue behaviour of
of an orthotropic steel deck of a movable bridge
the materials is known and a lifetime prediction
by replacing the wearing surface of this deck by
of the structure is given for the different repair
this concrete layer. The main topic dealt with is to
alternatives. The steel deck plate is the governing
determine the fatigue life of the repaired structure.
part in the lifetime prediction. The steel alternatives
have a lifetime prediction of 36 years, whereas that
It is assumed that the governing position in the
of the CFRP alternative is 28 years, so the lifetime
structure is the connection between the trough web
increase is the highest for the steel reinforced
and the steel deck plate above the crossbeam. At
alternatives. As a result, within the stated boundary
this position the largest hogging moment exists.
conditions the steel reinforced alternatives are the
Three different alternatives are defined to come up
best options. However, there is a weight difference
with the most effective solution, all with the same
between the alternatives, which might become
composition, dimensions and material properties
governing in practice, due to the strict weight
except the type of reinforcement. The repair method
restrictions for movable bridges. In this case, the
consists of a 17 mm thick high strength fibreless
CFRP alternative could be the best alternative.
concrete layer, on top of an epoxy layer sprinkled
in with calcinated bauxite. The different types of
Some aspects of the construction phase need
reinforcement are: epoxy coated and sprinkled in
special attention, because of the accuracy required
with sand Carbon Fibre Reinforced Polymer (CFRP),
during execution. It should be noted that it is the
stainless steel and epoxy coated “ordinary” steel
only repair method available nowadays and the
reinforcement, all with a bar diameter of 6 mm. The
repair area is small, because only the movable part
centre to centre distance of the rebars is 12 mm and
of the bridge is concerned.
Student:
A.G. Boeters
Committee:
Prof.ir. F.S.K. Bijlaard, Ing. M.H. Kolstein, Dr. A. Romeijn, Dr.ir.drs. C.R. Braam, Dr.ir. M.
Huurman, Dr.ir. W. de Corte (University of Ghent)
For more information you can contact the section of Structural Engineering, tel 015-2783174
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Active control of wind impact on high-rise
buildings
In this project, the possibilities were investigated
of active control systems for high-rise buildings
loaded by wind. The objective is to obtain good
living conditions by limiting the accelerations of
the building motions. This can be accomplished
by exerting a changing force onto the structure
by a moving mass depending on the dynamic
state of the building. For a case study the 145 m
high Juffertoren was analysed. The mechanical
properties of the building have been determined and
modelled with a computer program. A dynamic wind
load and an active control system were implemented
in the computer model.
Many simulations were made of the dynamic
behaviour in the time domain. This resulted in a
properly working system with a 50% reduction
of the maximum acceleration of the building top.
The sensitivity of the system was analysed in a
parameter study. A frequency-domain analysis
was performed to gain further insight into the
accelerations at different frequencies.
Student:
Committee:
J. Breen
Prof.ir. A.C.W.M. Vrouwenvelder, Dr.ir. P.C.J. Hoogenboom, Ir. W.A.A.M. Bierbooms, Ir. J.G.
Kraus (DHV), Ir. L.J.M. Houben
For more information you can contact the section of Structural and Building Engineering, tel 015-2783174
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Optimising floor systems for Q-houses
The current way of building in The Netherlands has
To optimise the floor, alternatives are considered.
several consequences that have an impact on nature
To compare the alternatives, a multi criteria
and determine the indoor climate of a house. To
analysis has been made. A couple of the criteria are
improve the way of building and the indoor climate,
compared with the requirements of EC 5. These are
a cooperative association ‘Q’ was set up to realise
deflection, vibrations, fire and sound resistance. The
this goal.
other criteria are smoke, isolation, swell/shrinkage,
The association ‘Q’ has invented a unique,
assembling and cost. The costs are determined by
innovative and intelligent building system. In these
using quotations of two current projects.
so called Q-houses at least 90% of the materials
used are renewable. These materials, such as timber
By means of the multi criteria analysis, opportunities
and sheep’s wool, provide a healthy indoor climate.
and threats are described. The strengths and
The building system of a Q-house is a core building.
weaknesses of the current floor, together with
This core provides stability. The walls outside the
the opportunities and threats of the alternatives
core are only supporting elements, they don’t
are used to make a SWOT-analysis. This SWOT-
provide stability. Due to this building system,
analysis determines optimisation possibilities. The
flexibility is created for the building of different
possibilities are mainly the reducing of the cost
styles of houses.
and increasing the sales by promoting the good
qualities.
At the moment, 18 Q-houses have been built in
The Netherlands. However, the evaluation of the
The final conclusion is that the glulam floor works
construction has not taken place yet. Evaluating
as a whole and gaps are avoided due to the pre-
an entire Q-house would take more time than the
stressing. Differences in heights are not shown
time set for one graduation period. Because the
because of the tongue and groove connection.
floor is made of innovative elements that have not
The qualities are very good in comparison to the
been used in earlier projects, this part of a Q-house
alternatives. The only disadvantage is the higher
will be evaluated. The objective of this graduation
cost than two alternatives.
project is the evaluation and reconsideration of the
choices that were made in the design process of the
floor, to be able to optimise the floor.
The floor is made of pre-stressed laminated
elements. The elements span in the longitudinal
direction of the house and are pre-stressed in the
direction, perpendicular to the grain. The main
reason for pre-stressing is that all elements work
together as one piece.
Evaluation clearly showed the strengths and
weaknesses of the floor. The most important
strength is the avoiding of gaps between the
elements due to the pre-stressing. The most
important weakness is that, due to the pre-stressing
method, operations have to be done by hand. This
increases the cost price.
Student:
N. van Dorp
Supervisors:
Prof.ir. F.S.K. Bijlaard, Dr.ir. J.W.G. van de Kuilen, Ir. J.G.M. Raadschelders, Dr.ir. P.C.J.
Hoogenboom, Ir. E. Smit (MIII Architecten)
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Self-Anchored Suspension Bridges
Since 1870, only about 25 highway bridges have
A study to the static strength, stiffness, frequency
been executed as a self-anchored suspension bridge.
behaviour and the buckling stability of the box
The rise of the cable stayed bridge since 1955 made
girder, revealed that a deck slenderness of the box
this suspension type an obsolete alternative for a
girder of λ = 1/100 and even more slender is very
long period of time. The largest existing main span
well feasible. Exploring the main span possibilities
for a self-anchored suspension bridge is 300 metres
of this bridge type, this study has shown that a
and dates from 1999. Main difficulties for this bridge
span length of 500 metres is very well possible and
type to reach spans over 300 metres can be blamed
even beyond that. The on before hand expected
on erection problems and the buckling stability
limitation on the global buckling stability of the
of the girder. Erecting the deck structure prior to
girder has turned out to be feasible. With an
the main cable makes this bridge technically and
increasing main span the buckling phenomena does
economically less attractive than for instance the
become more critical but still of acceptable level. A
cable stayed bridge.
difference is visible in buckling of the main span and
the side span. The upward buckling mode of the side
A dimensional inventory has shown that the deck
span is decisive over the downward buckling mode of
slenderness is limited to about λ = 1/95 and the sag
the main span. But at least up to 500 metres a deck
ratio varies between 1/5-1/8. The deck slenderness
slenderness of λ = 1/100 and beyond that is very
is related to the required bending stiffness to have
well possible regarding all important design criteria.
sufficient resistance against buckling. Also the
relatively high sag ratios, compared to conventional
The most limiting factor for the self-anchored
suspension bridges, are mainly chosen to reduce the
normal force in the deck that is imposed by the main
cable.
A parameter study into the structural behaviour has
revealed that the most important bridge parameters
are the bending stiffness EIdeck of the deck and the
axial stiffness EA main cable of the main cable. A well
suspension bridge, to reach a large main span and
chosen ratio between the EIdeck and EA main cable
apply a very slender deck, is the erection stage.
influences the maximum bending moments and the
The number of temporary supports in the main
deflections in the girder. In the pre-design process
span determines a decisive stress condition for
of a suspension bridge type it is favourable to
erecting the deck. Erecting with temporary stays
consider:
is an option but remains a laborious method. It is
- A slender stiffening girder, to reduce the maximum
almost inevitable that for the erection stage some
bending moment in the girder
- A stiff main cable, to increase the global stiffness
significant provisions have to be made in the cross
section of the deck regarding the shear and bending
of the bridge and to reduce the maximum bending
conditions or else a much less slender deck should
moment in the girder
be applied.
- A high sag to span ratio, to reduce the normal
force in the deck and the maximum bending
So it has been shown that it is structural feasible
moment in the deck.
to reach more competitive main span lengths up to
at least 500 metres but that the erection stage can
determine decisive conditions for designing the deck.
Student:
D. van Goolen
Supervisors:
prof.ir. F.S.K. Bijlaard, dr. A. Romeijn, dr.ir. C. van der Veen,
ir. W.P.J. Langedijk (Iv-infra), ir. L.J.M. Houben
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Constructief ontwerp voor parkeergebouw
Molenwijk, Amsterdam-Noord
Net als in de meeste grote steden wordt ook in de
om op deze manier de hoge druksterkte van het
Amsterdamse Molenwijk parkeren als één van de
materiaal optimaal te benutten. De insteek van
grootste problemen en ergernissen ervaren. De
dit onderzoek is om op deze manier een slanke en
bewoners willen in een autoluwe omgeving wonen
lichte hoofddraagconstructie voor het uitdagende
en toch in de nabijheid van hun woning kunnen
ontwerp te kunnen construeren.
parkeren. Om voor dit probleem een oplossing
aan te dragen is er een plan ontwikkeld om het
In het afstudeerwerk is de hoofddraagconstructie
ontoereikende aantal bestaande parkeergarages
voor het parkeergebouw met woon- en
te vervangen door grotere nieuw te bouwen
kantoorruimten in de Amsterdamse Molenwijk
parkeergarages, met woon- en kantoorruimten.
uitgewerkt en er zijn verschillende conclusies en
Naast de woningen en kantoren zullen er ook
aanbevelingen gedaan voor de oplossingsrichtingen.
een aantal andere faciliteiten in de te bouwen
De aanbevelingen hebben voornamelijk betrekking
parkeergarage worden ondergebracht. Dit om
op het voorlopig ontwerp van de architect dat
het gebouw meer te laten zijn dan alleen een
als uitgangspunt voor het afstuderen gehanteerd
parkeergarage en om de wijk weer aantrekkelijk
is. Het voornaamste punt van kritiek op het
te maken voor de huidige bewoners en nieuwe
voorlopig ontwerp van de architect (en daarmee de
bewoners aan te trekken.
belangrijkste aanbeveling voor de architect) is dat
de architect onvoldoende rekening heeft gehouden
De architect heeft hiervoor, in overleg met de
met de omliggende bebouwing. Door het ontwerp
opdrachtgever, een uitdagend gebouw ontworpen.
meer te integreren in de bestaande situatie zal met
De visie van de architect hierbij is om op
behulp van een eenvoudiger hoofddraagconstructie
straatniveau de aangelegen parken rondom de
hetzelfde beoogde effect gerealiseerd kunnen
flatgebouwen visueel door te trekken. Hierdoor zal
worden.
de footprint van het gebouw op straatniveau slechts
bestaan uit een drietal kernen. Het gevolg hiervan
is dat de bovenbouw zal uitkragen ten opzichte
van deze kernen. De vraag die rijst is dan ook of
dit voorstel voor het ontwerp zowel constructief
als uitvoeringstechnisch voldoende haalbaar kan
worden geacht.
In het afstudeerwerk is onderzoek gedaan naar
de mogelijke hoofddraagconstructies en de
invloed van deze constructie op het ontwerp van
de architect. Hierbij is ook onderzoek gedaan
naar de verschillende toe te passen materialen
voor de constructie. In eerste instantie is
daarom een literatuurstudie verricht naar het
materiaal zeer hogesterktebeton. Dit om na te
gaan of dit materiaal een oplossing zou kunnen
bieden voor het uitdagende ontwerp. Er is
onderzocht of een (voornamelijk) op druk belaste
hoofddraagconstructie kon worden ontworpen,
Student:
T. Kooij
Committee:
Prof.dipl-ing. J.N.J.A. Vambersky, Prof.dr.ir. J.C. Walraven, Ir. A. te Boveldt, Ir. R.Th. van
Wageningen (Ingenieursbureau Dijkhuis)
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Bouw, Funderingstechniek, Ribbelpalen
Tegenwoordig is de kwaliteit van heipalen en
Uit de resultaten van de modelsimulaties (bij de
de heiwerkzaamheden van dien aard dat het
aangenomen betonkwaliteiten, voorspanning,
ongesneld opnemen van hei- c.q. ribbelpalen in de
ribbelgeometrie en paalafmetingen) is gebleken,
fundering tot de mogelijkheden behoord. Indien
deze wijze van construeren wordt toegepast
dat aan de hand van de verhouding ν τ bepaald kan
worden hoe de verdeling van de schuifspanning
dan heeft dit verscheidende voordelen zoals
over de hoogte van het contactvlak verloopt.
tijdwinst en kostenbesparingen. Door Delta Marine
Voor de beproefde verhoudingen ντ , zijn de
Consultants te Gouda is deze wijze van construeren
schuifspanningsverdelingen namelijk niet uniform.
toegepast bij een tunneltoerit in het HSL3-traject te
Rotterdam.
De modellen zijn tevens gesimuleerd tot bezwijken
optrad. De capaciteit van de paal was in alle
In dit rapport wordt verslag gedaan van
modellen maatgevend. Bij een verhouding ντ ≥ 0,20
een onderzoek naar de verbinding tussen
, is het aannemelijk is dat bezwijken optreedt door
ongesnelde op trek belaste (ribbel-)palen en de
het scheuren van de paal aan de onderzijde van
omringende betonvloer. Er is onderzocht hoe
de vloer. Bij een verhouding ντ ≤ 0,15 , bestaat de
de schuifspanningsverdeling verloopt over de
mogelijkheid dat de paal, halverwege de hoogte van
hoogte van het contactvlak tussen een ribbelpaal
de vloer doorscheurt. Tijdens het belastingsproces
en vloer, hoe die verbinding zich gedraagt
ontstaan, in het contactvlak tussen paal en vloer,
indien tot bezwijken wordt belast en wat de
buigtrekscheuren aan de onderzijde van zowel de
optredende bezwijkmechanismen zijn. Tevens is,
paalribbels als de vloerribbels. Bij alle verhoudingen
in het kader een extra afstudeeropdracht, het
leidden deze buigtrekscheuren het doorscheuren
afdrachtmechanisme van momentbelasting door de
van de paal in. Het is niet waarschijnlijk dat het
paalkop op de vloer onderzocht.
afschuiven van de paalribbels op zal treden.
Voor het onderzoek zijn, voor verschillende
De afdracht van momentbelasting door de paalkop,
‘hoogte/breedte’ verhoudingen (ν τ) van de vloer,
is onderzocht voor de verhouding ‘hoogte ingestorte
tweedimensionale eindige elementen modellen van
paalkop/breedte paal’ tussen de 1,00 en 1,67. Het
de paal-vloerverbinding gemaakt. Voor de breedte
afdrachtmechanisme dat ontstaat in het contactvlak
van de vloer, is de hart-op-hart afstand van de palen
tussen paal en vloer, bestaat uit een koppel
aangenomen. De belasting op de vloer, die aan de
normaalkrachten en een koppel schuifkrachten.
onderzijde van de vloer is aangebracht, is omhoog
De normaalkrachten en schuifkrachten, aan
gericht en simuleert de belasting door bijvoorbeeld
beide zijden van de paalkop zijn niet gelijk. Aan
grondwater. De palen worden, door deze wijze van
de hand van een grafiek kan bepaald worden
belasten, “op trek” belast.
hoe deze krachten zich verhouden. Het koppel
normaalkrachten neemt ongeveer 90% van de
momentbelasting op. De overige 10% wordt door
het koppel van schuifkrachten opgenomen. Voor de
hefboomsarm van het verticale koppel schuifkrachten
kan de gehele breedte van de paal genomen worden.
Voor de hefboomsarm van het horizontale koppel
normaalkrachten, kan 0,75 keer de hoogte van de
ingestorte paalkop aangenomen worden.
Student:
M.J. Lindeman
Committee:
Prof.dr.ir. J.C. Walraven, ir. J.A. den Uijl, ir. R.S. Beurze, ing. H.J. Everts
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The Reliability of Durability assessments for
Existing Concrete Structures
On the basis of objective information an owner/
showed that the tunnel contains different cracks
contractor must be able to see at each moment
and evidence for local rust formation. Also a minor
what the status is of the structure with respect
sulphate attack was found, which was observed
to function, (rest) service life and safety. This
locally in polished sections. Chloride measurements
MSc thesis discusses durability forecasts for a
and thereby the belonging chloride profiles (on
40 years old tunnel. Modern research techniques
the base of fitting) showed the danger for chloride
were used to classify and identify possible
initiated rebar corrosion in the near future.
degradation mechanisms. For the case study of
this graduation project, drilled cores available from
Given the stochastic character of the relevant
the tunnel (construction year 1966) have been
parameters that describe the initiation and the
used in combination with a visual inspection. The
propagation of rebar corrosion, a probabilistic
compressive strength, splitting tensile strength,
approach for potential rebar corrosion was a logical
carbonation depth, chloride ingress and permeability
choice in the process to describe potential rebar
were determined. Also petrographic research and
deterioration. In this graduation research the Monte
the electron microscope (Environmental Scanning
Carlo simulation has been used. The (probabilistic)
Electron Microscopy) provided information about
calculation method enables a (rest)service life
the concrete. The visual inspection in the tunnel
forecast for the tunnel.
Student:
M. Ottelé
Supervisors:
Prof.dr.ir. K. van Breugel, dr. O. Copuroglu MSc, Dr.ir. A.L.A. Fraaij,
Dr.ir. E.A.B. Koenders, Ir. L.J.M. Houben, Ing. B. Obladen (Strukton)
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Bekistingdrukken tijdens het storten van Zelf
Verdichtend Beton
Een praktijk- en numeriek onderzoek
Bij het ontwerpen van bekistingen kunnen
bekistingdrukken die worden veroorzaakt door
Zelf Verdichtend Beton niet worden berekend
volgens de nu geldende normen. Dit komt omdat
Zelf Verdichtend Beton een lagere viscositeit heeft
dan normaal beton. Deze viscositeit valt buiten de
beschouwing van de norm die geldt voor normaal
beton. Daarom wordt bij de berekening van een
bekistingdruk bij Zelf Verdichtend Beton van een
hydrostatische druk uit gegaan. Dit leidt met name
bij hoge bekistingen tot hoge drukken, waardoor
een speciale bekisting moet worden gemaakt. Dit
laatste brengt hoge kosten met zich mee.
Metingen die tijdens dit onderzoek zijn gedaan
tonen aan dat de hydrostatische druk in de
eindsituatie nooit bereikt wordt (zie figuur 1).
Dit wordt in de literatuur toegeschreven aan de
thixotropische eigenschappen van Zelf Verdichtend
Het onderzoek resulteerde in een model van de
Beton, hetgeen inhoudt dat het mengsel sterkte
bekisting waarop de metingen zijn uitgevoerd.
opbouwt wanneer het stil staat. Deze sterkte
Hiermee werd een simulatie gedaan van beton dat
verdwijnt als het mengsel weer in beweging komt.
onder een sparing doorloopt (zie figuur 4). Met
Gedurende de metingen werden drie parameters
behulp van deze simulatie kon worden verklaard
waargenomen die de bekistingdruk negatief kunnen
waarom de druk weer begon op te lopen toen het
beïnvloeden:
Zelf Verdichtend Beton onder de sparing doorliep.
• De vulsnelheid van de bekisting is te hoog
Beton dat al stil stond kwam weer in beweging
• Trillingen
waardoor de sterkte wegviel. Als gevolg nam de
• Stromen van beton dat al in de bekisting is.
druk in lager gelegen niveaus weer toe.
Uit de metingen volgt dat zolang deze parameters
niet optreden de bekistingdruk een ideale lijn
De twee hoofdconclusies die volgen uit het
beschrijft (zie figuur 2).
onderzoek zijn:
- De bekistingdruk veroorzaakt door Zelf
Onderzocht zijn de mogelijkheden om het storten
Verdichtend Beton ontwikkelt zich volgens een
van Zelf Verdichtend Beton te simuleren met behulp
ideale lijn welke beïnvloed kan worden door drie
van Computational Fluid Dynamics (CFD) software.
parameters: de vulsnelheid, trillingen en het
Hiervoor is eerst gekeken naar de mogelijkheden
stromen van Zelf Verdichtend Beton in de bekisting.
om het stroom gedrag van beton te definiëren in de
- Het onderzoek toont aan dat CFD software
CFD code. Dit is gedaan door eerst een simulatie
gebruikt kan worden om het stroomgedrag
te maken van de Funneltest, een standaard proef
van Zelf Verdichtend Beton tijdens storten te
die gedaan wordt op de bouwplaats om te kijken
simuleren. Hiermee kan inzicht worden verkregen
of Zelf Verdichtend Beton voldoet aan de gewenste
in de factoren die de drukopbouw in de bekisting
eigenschappen (zie figuur 3).
bepalen.
Student:
F. van Waarde
Committee:
Prof. dr. Ir J.C. Walraven, Ir. W.J. Bouwmeester (Delta Marine Consultants BV), Dr. Ir. E.A.B.
Koenders, Ir. J.A. Lycklama à Nijeholt (Nuclear Research consultancy Group), Dr. Ir E. Schlangen
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23
Optimalisatie van boortunnelwapening
Recentelijk zijn in Nederland diverse boortunnels
eis in Eurocode 2 dat, als de doorsnedecapaciteit
gerealiseerd. De hoofddraagconstructie van deze
onvoldoende is, de volledige dwarskracht moet
tunnels is de betonnen lining, die bestaat uit
worden opgenomen met wapening. De toe te
gesegmenteerde ringen. De ontwerpberekeningen
passen hoeveelheid afschuifwapening is daardoor
voor deze ringen zijn gebaseerd op het krachtenspel
veel groter.
tussen de lining en de omliggende grond. Vanuit
deze berekeningen wordt de toe te passen wapening
bepaald. Vanwege de belangrijke invloed die de
hoeveelheid wapening heeft op de kosten van de
lining, is voor de tenderfase een rekenmethode
opgesteld op basis van de betonnormen NEN
6720 en Eurocode 2. De rekenregels zijn hiervoor
met elkaar vergeleken en op basis daarvan is een
computerapplicatie (SoFT) ontworpen waarmee de
wapening berekend en geoptimaliseerd kan worden.
De huidige rekenregels zijn gebaseerd op NEN
6720 en zijn in de afgelopen jaren gebruikt voor
het ontwerp van boortunnellinings. Nu de nieuwe
Eurocodes zijn geïntroduceerd, is het de vraag wat
de verschillen zijn tussen deze normen en welke
effecten die verschillen hebben op de hoeveelheid
Voor de berekening van de splijtwapening
wapening. Uit de vergelijking blijkt dat deze
geldt volgens NEN 6720 een reductie van de
verschillen voornamelijk betrekking hebben op de
staalspanning. In Eurocode 2 wordt geen reductie
berekening van afschuifwapening en splijtwapening.
toegepast, waardoor de benodigde hoeveelheid
splijtwapening veel kleiner is (minimaal 17%).
Afschuifwapening is alleen noodzakelijk voor liggers
en niet voor platen. Bij platen wordt er namelijk van
Uit de validatieberekening is gebleken dat de totale
uit gegaan dat in de plaat herverdeling kan optreden
hoeveelheid wapening (uitgedrukt in kg staal per m³
als een doorsnede maximaal wordt belast. Bij liggers
beton) volgens Eurocode 2 bijna 25% lager is, dan
is die mogelijkheid tot herverdeling niet aanwezig.
volgens NEN 6720. Daarom kan vanuit economisch
Gezien het feit dat de belasting over de lengte
oogpunt worden geconcludeerd dat het gebruik van
van een boortunnellining nauwelijks fluctueert, zal
Eurocode 2 aan te bevelen is.
iedere doorsnede even zwaar belast worden en is
Wanneer de normen strikt worden gelezen is geen
herverdeling praktisch niet mogelijk. Daarom zijn
afschuifwapening vereist, waardoor nog een extra
de segmenten in dit onderzoek en in de applicatie
besparing op de wapening kan worden bereikt. Het
als liggers geschematiseerd en is afschuifwapening
is de vrijheid (en de verantwoordelijkheid) van de
vereist.
ontwerper om hier creatief mee om te gaan.
Voor de afschuifwapening wordt in NEN 6720
Met de ontwikkelde applicatie SoFT kan snel een
gesteld dat alleen het verschil tussen de optredende
overzicht van de toe te passen wapening worden
dwarskracht en de dwarskrachtcapaciteit van de
bepaald, waarna geoptimaliseerd kan worden door
doorsnede, zal moeten worden opgenomen door
wijzigingen aan te brengen in de waarden van
middel van wapening. Daar tegenover staat de
diverse parameters.
Student:
J.T. van der Welle
Committee:
Prof.dr.ir. J.C. Walraven, Dr.ir. C. van der Veen, Dr.ir. C.B.M. Blom, Dr.ir. M.R. Beheshti, ir.
Q.C. de Rijke (Movares)
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HydraulicEngineering
& Geotechnical Engineering
Building
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Building
25
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Building
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Structural Integrity of prefabricated building
structures after a gas explosion
Collapse. jpg
Introduction
Nowadays more building structures are designed in
precast concrete. The elements (beams, columns,
Mitigation measures
slabs and walls) are manufactured in the fabric. On
The measures which can be used with the aim
the construction site the element will be assembled
to prevent progressive collapse and mitigate the
into a building. Essential for the structure are the
damage on the structures are:
connections. The connections are often designed
as pinned connections. This makes the structure
1. Reduce the pressure of a gas explosion on the
sensitive for progressive collapse.
structure. This can be done by making use of facade
elements which act as a venting panel during the
Problem definition
gas explosion. Venting in the facade are created by
One of the causes which lead to progressive
using large window panels or by reducing the weight
collapse is the lack of robustness of the structure.
and the failure pressure of the facade elements;
The structure doesn’t have the capacity to
2. Strengthening of the prefabricated elements;
prevent progressive collapse. In order to prevent
3. The use of ties in the structure.
progressive collapse one must search for mitigation
measures. This will increase the robustness of the
structure.
Conclusion
If ties are used in the structure then there is no
need to know how great the gas explosion is. The
system of using ties is that the ties take over the
Research
In this thesis some mitigation measures are
load which used to be carried by the column or wall
investigated. The aim of this thesis is to find
that failed. It creates an alternate load path in the
measures to increase the robustness of the
structure.
structure after a gas explosion. In the Eurocode
prEN 1991-1-7 there is given some basic measures
In general the use of ties is effective to prevent
to mitigate progressive collapse. In this thesis the
progressive collapse and to mitigate the structural
suitability of the rules are also investigated.
damage only if the detailing of the connections is
done in the right way.
To investigate the robustness of a precast structure
a prototype precast concrete building is designed.
With this model the response of the precast
elements are calculated during and after the gas
explosion. The response calculations showed that
progressive was initiated because of the loss of one
column or a part of the wall.
Student:
A. Bhagwandas
Committee:
Prof. dipl.-ing. J.N.J.A. Vambersky, Dr. Ir. J. Weerheijm, Ir. R. Abspoel, Ir. W. Peperkamp
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Building
27
A Design Tool for Timber Gridshells
The development of a grid generation tool
A gridshell is a double curved structure, created
The formation process of a gridshell results in
from an initial flat mat of continuous laths. The
bending and torsion stresses in the members. It
laths are pinned at their intersections. From the
is not possible to create just any shape with a
initial flat mat, the structure is shaped by bending
gridshell structure. The maximum stress capacity
the laths and deforming the quadrangles of the mat
of the material limits the maximum curvature of
to rhombic shapes. After the shape is formed, the
the structure. The design tool has been set up
nodes are tightened and the structure is stiffened
having the possibility to check the curve angles of
by diagonal bracing.
the generated grid. From these angles the bending
Although free form architecture is easily created
stresses can be calculated and checked if the
with a gridshell structure, only three large scale
bending or torsion stress criteria are exceeded.
structures exist today. There seems to be reluctance
If this is the case, the checked element is given a
in using the gridshell structure. Possible reason
colour. The generated structure can be checked
for this is that the design process is considered
visually for stress levels exceeding the stress
difficult. Major threshold in the design process
criteria. When the maximum stress is exceeded in
is the determination of the grid geometry. For
the structure, the design should be modified by
this Master’s thesis a (conceptual) design tool
either using thinner laths, adjusting the shape,
is developed. This design tool can be used to
using a different timber species, etc.
determine the grid geometry on an arbitrary
surface.
The design tool is based on a main geometrical
property of the gridshell. This is an equal distance
between the intersection nodes. The method used
to generate the gridshell geometry uses two spheres
to determine the intersection points of the gridshell
laths. If the two spheres are positioned in such a
way that their midpoints are located on the surface
and that the two spheres are intersecting, there
will be two intersection points between the two
spheres and the surface. Together with the sphere
midpoints, these four points form a mesh in the
gridshell grid. A script has been created to locate all
possible intersection points on the surface. The grid
generation starts off from directional curves. This
enables the engineer to structurally optimize the
grid, by creating grids with various lath directions.
Student:
M.H. Toussaint
Committee:
Prof. Ir. L.A.G. Wagemans, Dr. Ir. J.W.G. van de Kuilen, Dr. Ir. P.C.J. Hoogenboom, Ir. J.L.
Coenders
For more information you can contact the Structural Design Lab, tel. 015-2785711
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Hydraulic & Geo
Engineering
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Comparison of Reliability Methods for Flood
Defence Systems
Floods are a threat to millions of people who
Both methods are designed to analyse the separate
are living in lowlands. A lot of research is done
flood defences and systems of flood defences.
about flood risk analysis. A general expression of
Furthermore the approach of determining the
flood risk is the probability of flooding times the
failure probability is in general the same. The
consequences. This graduation research focuses
dike ring is divided in equal sections. A limit state
on the probabilities of failure and leaves the
function describes the strength and loading for the
consequences out of the comparison.
failure mechanisms and the failure probabilities are
calculated using probabilistic level II or level III
The objective is to find the most interesting parts
calculations. Differences can be found in the general
for a flexible and widely applicable reliability
background of the methods, the application area,
method. By describing existing reliability methods
the available fault trees and failure mechanisms.
and applying those to a model dike and a dike
ring in the German Bight area (Germany) more
The use of stochastic and hydraulic input is
insight will be gained into the advantages and
rather different in PC-Ring and ProDeich. PC-Ring
disadvantages of these methods. The reliability
considers correlations and dependencies, while this
methods PC-Ring and ProDeich are described and
is neglected in ProDeich. The amount of hydraulic
compared with each other.
input in PC-Ring is very extensive compared to
ProDeich.
PC-Ring is developed in the Netherlands and used
in the VNK-project to test the Dutch dike rings.
Differences in the output are caused by the
ProDeich is developed in Germany as a model to
following aspects:
assess the overall failure probabilities for sea dikes.
• The calculation methods lead to differences for
all failure mechanisms.
• Piping is in PC-Ring preceded by heave.
• Differences in the limit state functions.
• Different use of model factors (which account for
uncertainties in the used models).
• Different wave heights and periods, these are
provided in a different way in each program and
therefore lead to different results.
The comparison of both methods leads to many
differences and similarities and a new software tool
should comprise aspects from both programs.
Student:
Committee:
E. de Boer
Prof.drs.ir. J.K. Vrijling, Dr.ir. P.H.A.J.M. van Gelder, Ir. W.L.A. ter Horst, Drs.ing. A.G.P.
Veenhuijsen (Rijkswaterstaat), Prof.ir. A.C.W.M. Vrouwenvelder
For more information you can contact the the department of Hydraulic Engineering: (+31)15 - 2783345
23-07-2007 15:27:48
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31
The effect of lowering the groynes on the discharge
capacity of the river Waal during high water
To guarantee the safety around the Dutch Rhine
concluded that the best approach to describe the
branches in the future against flooding, the Dutch
flow over a groyne is to represent the resistance of
government has taken the point of view “Room for
a groyne as a drag resistance.
the River”. Herein it is described that in the year
2015 a set of measures have to make sure that a
design discharge in the Rhine of 16.000 m3/s could
safely be discharged within the determined safety
standards. These measures concern besides extra
strengthening of the current dikes, projects with the
purpose to give back space to the river.
The flow near submerged groynes is threedimensional. To analyze the three-dimensional
character of the flow, a 3D numerical model is used.
The change of the hydraulic resistance of the river
due to lowering the groynes is determined with the
3D numerical model. On the basis of these results
One of these measures is the lowering of the
a good estimation can be given of the increase of
groynes in the river Waal. Due to the lowering of
the discharge capacity of the river Waal due to the
the groynes the hydraulic resistance of the river will
lowering of the groynes. Using the model it can
decrease. Because of this, the discharge capacity
be concluded that if the groynes are lowered with
of the river will increase. However it is not clear
one meter on both sides of the river the discharge
how much the discharge capacity will increase
capacity will increase with approximately 200-250
and if the lowering of the groynes is an effective
m3/s. This corresponds with a drop of the design
measure against the problems concerning high
water level of 7cm. Lowering the groynes with 2
water. The objective of this research is to determine
meter gives an increase of the capacity of around
the increase of the discharge capacity as a result of
350-400 m3/s. This corresponds with a water
lowering the groynes. To realize this objective it is
level drop of 13 cm. It should be noticed that the
important to analyze and quantify the contribution
morphological effects of lowering the groynes are
of the hydraulic resistance caused by the groynes to
left out of consideration.
the total hydraulic resistance of the river.
The contribution of the hydraulic resistance of the
groynes to the total hydraulic resistance of the river
is analyzed by using two analytical models. Both
models have their uncertainties. To decrease these
uncertainties a 2DV numerical model is used. On
the basis of the results of the 2DV model can be
Student:
R.W.A. van Broekhoven
Committee:
Prof.dr.ir. H.J. de Vriend
For more information you can contact the department of Hydraulic Engineering: (+31)15 – 2783345
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Redesigning the Breeddiep – hydraulic and
nautical feasibility
The Breeddiep is a connecting waterway between
The results of this study have not led to an
the Nieuwe Waterweg and Calandkanaal, in the west
optimised design for a new Breeddiep. Nevertheless,
of the Rotterdam port area. It is predominantly used
recommendations can be done for the follow-up
by inland vessels travelling from the hinterland to
of the study. Since all traffic will be safer through
the Maasvlakte, in the utmost west part of the port.
a new Breeddiep it is advisable to study the
It is a narrow waterway in a dynamic environment
consequences of closing the present Breeddiep.
with respect to tidal and fluvial currents. Because of
Furthermore, it is recommended to carry out full-
this, the manoeuvres of the ships are difficult and
mission real-time simulation for the manoeuvres
time consuming. In the future, the number and size
that were found to be critical in this study.
of the inland vessels will increase and as a result the
current Breeddiep will not suffice anymore.
In this project the feasibility of the possibilities
of redesigning the Breeddiep were studied, as
to enable for handling the increased traffic of
the future. This was achieved by doing two- and
three-dimensional flow studies for different
design alternatives with the flow models WAQUA
and TRIWAQ. In the following phase, the most
promising results were used as input for fast-time
manoeuvring simulations to determine the nautical
feasibility of a new design. The alternative used in
the nautical study comprised of a new waterway just
west of the present Breeddiep, which stayed as it is.
The results appeared to be quite promising. For
ships that currently make frequent use of the
Breeddiep, the manoeuvre will become easier and
safer. In most cases, vessels of increased size, that
are not able to use the present Breeddiep, are able
to use the newly designed opening. Furthermore,
large sea-going vessel that pass by the Breeddiep,
are not significantly influenced by the increased
flow at the Calandkanaal.
Student:
Committee:
F.A. de Bruijn
Prof.ir. H. Ligteringen, Ir. T. Vellinga, Dr.ir. M. Zijlema, Ir. C. Stolker, H.J. van Wijhe (Port
of Rotterdam Authority)
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Protecting, St. Bernard Parish, New Orleans
“Revision of Coastal defence zone”
In the southeast of the city of New Orleans, in St.
Bernard Parish lies a coastal defensive area, which
is formed by a primary dike, a secondary dike and
a transitory wetland area in the middle. During
Hurricane Katrina on the 29th of August 2005, a
huge storm surge from the east overtopped and
destroyed large sections of the primary dike. The
surge continued through the wetland overtopping
the secondary dikes and flooded large parts of St.
Bernard Parish. The flooding killed over a hundred
people and made many homeless.
The coastal defensive system at St. Bernard
Parish is very well comparable with the concept
It was concluded that catastrophic failure of the
of ComCoast – “COMbined functions in coastal
coastal defence system could have been prevented
defence zones”. This is a European project, which
if the primary dike was not partly constructed of
develops and demonstrates alternative solutions
poorly non cohesive materials.
for flood protection in coastal areas. One of its
Some basic constructional calculations and a quick
main solutions is to use a wide coastal defence
study on environmental impacts made clear that
zone, containing a transitional area between an
the ComCoast alternatives; Overtopping resistant
overtopping resistant primary dike and a lower
dike and Foreshore recharge, offer the most
protective secondary dike. The transitional zone
suitable solutions for the St. Bernard Parish area.
will be a buffer for the storm surge and will be
The study on the effect of wetlands on a storm
an area suitable for multipurpose use, with great
surge showed that it can both lead to a decrease,
opportunities for both man and nature.
as an increase of the eventual storm surge height
at the dike. The analytical and numerical approach
This Master Thesis analyses the failure of the
has increased the understanding of the hydraulic
St. Bernard Parish coastal defence system.
behaviour of the system.
Subsequently, it develops spatial integrated
solutions for the coastal defence zone, using the
coastal defensive strategies, which follow from
the ComCoast-concept. Additionally, the effects
of wetlands on a storm surge are investigated by
means of an analytical analysis and a numerical
model.
Student:
M. Dijkman
Committee:
Prof.drs. ir. J.K. Vrijling, Ir. R.J. Labeur, Ir. S.N. Jonkman, Ir. P. Bernardini (DWW), Ing. M.
Veendorp (ARCADIS)
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Joint-free quay walls in high performance
concrete
A feasibility study has been started with respect
The superstructure has been redesigned in high
to the joint-free execution of quay walls in high-
performance concrete without the use of contraction
performance concrete.
joints. The substructure stayed the same to allow
This feasibility study has the purpose of looking
for a comparison between only the superstructures.
for faster means of building quay walls. The use of
The first problem faced was the temperature
high performance concrete is an excellent material
induced deformation of the superstructure. The
for a faster execution of the superstructure of quay
foundation (the substructure) was unable to
walls. The strength development of the material is
withstand these new forces, causing them to fail in
significantly higher than normal concrete, which
certain cases. The main item here was the increased
allows for faster dismantling of the casing. To
length of the quay wall when the concrete got
further improve the building speed it’s been
warmer. To disable the influence of the elongation
proposed to broaden the study with the subject
of the superstructure with respect to the loads on
of joint-free execution. This means there will be
the substructure a slide bearing has been designed
no contraction joints anymore in the concrete
between the superstructure and the substructure.
superstructure of the quay walls, which allows for
This allows the superstructure to elongate without
a continuous execution of this superstructure. As
causing any harmful loads on the substructure. The
a reference project the quay wall of ECT (Europe
only adjustment in the design was the relocation
Container Terminal) has been chosen. A reference
of the strain element (the MV-pole) from the
project is chosen to allow for a comparison between
superstructure to the substructure.
the new and the old design.
Furthermore the superstructure has to be made
from fibre-reinforced concrete. This has to be done
to make the concrete strong enough to withstand
the extra strains, caused by the joint free execution.
When at the end the two designs (the old one
and the new one) were compared it showed a
slight profit for the new design of 200.000 euro.
Compared to the overall costs of 24 Million euro of
the project this was a small profit. More economical
profit could be gained when the used concrete
mixtures will be cheaper. The price of the concrete
made up for a large proportion of the loss-factor, so
cheaper concrete would increase the overall profit
significantly.
Student:
Committee:
D. Dudok van Heel
Prof.drs.ir. J.K. Vrijling, ir. K.G. Bezuyen, dr. ir. H.E.J.G. Schlangen, ing. H.J. Everts, ir. J.G.
de Gijt, (Gemeentewerken Rotterdam), ir. P.J.C. Mooijman(Gemeentewerken Rotterdam)
23-07-2007 15:27:49
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Particle Tracking in a Shallow Mixing Layer
A Fluid Dynamics Laboratory in the Field
At locations where two natural streams of different
A special point of interest in the data processing,
velocity come together, a mixing layer develops. In
which was done using custom-made Matlab
this free shear flow, the velocity difference between
programming, was the perspective transformation of
the two streams is gradually reduced through
the camera images. The analysis of the
the exchange of lateral momentum. This involves
Particle Tracking data focused on:
different forms of turbulent phenomena. If the width
- mean velocity profiles in the horizontal plane
of the flow domain is large compared to the water
- visualisation of particle streaklines
depth, as is often the case in rivers, the mixing layer
- Lagrangian single particle and two-particle
is shallow. This shallowness further complicates
statistics
the flow patterns. In this thesis the development
of shallow mixing layers is studied using Particle
Using Particle
Tracking in a field study in a natural river. The aim
Tracking as
is to improve our understanding of shallow mixing
a whole-field
layers and hence to contribute to improvements of
velocimetry
computational models of these flows.
tool proved
difficult.
The particle
Field measurements were performed in a lowland
section of the river Spree (width 30m, depth 1m)
density was too low and the area of interest was not
near Berlin, in collaboration with the Leibniz-Institute
completely covered. Nevertheless, the characteristic
of Freshwater Ecology and Inland Fisheries (IGB). A
tangential mean velocity profiles were found. The
30m long splitter plate was constructed in the middle
streakline plots proved the existence of large two-
of the river, parallel to the banks, with an upstream
dimensional coherent structures at the low-velocity
weir on one side to control the discharge. A large
edge of the mixing layer in the two setups with
shear layer developed with noticeable coherent
the highest shear. The use of Lagrangian statistics
structures. Three setups were created with varying
proved a valuable tool for acquiring information
velocity differences across the splitter.
on particle dispersion. Moreover the Lagrangian
analysis matched well with the Particle Tracking
Both single point
data. It yielded information on the spreading rate
measurements
of the particle cloud and the ensemble averaged
(Acoustic Doppler
separation in time of initially close particle
Velocimetry, ADV)
pairs. Most notably, the result of the latter was
and whole field
identification of two distinct separating regimes
measurements
using Batchelor time scaling.
(Particle Tracking
Velocimetry, PTV) were done. The Particle Tracking
Lastly, the ADV analysis, performed by IGB in Berlin,
consisted of the interval release of floating particles
showed that the advective stresses of the horizontal
in the beginning of the mixing layer, from the end
velocities were an order of magnitude higher than
of the splitter. These measurements were done
the plane Reynolds stresses. The ADV analysis,
at night using small tea candle lights, providing
which is not completed yet, will help to gain insight
sufficient contrast with the water surface. Three
into the role of the composite bed friction on the
runs were filmed from a camera fixed in a tree at
lateral momentum exchange; thus complementing
10m above the water surface.
previous laboratory research at TU Delft.
Student:
C. Erdbrink
Committee:
Prof.dr.ir. G.S. Stelling, Dr.ir. W.S.J. Uijttewaal, Dr.-Ing. I. Schnauder (Institut für
Gewässerökologie und Binnenfischerei (IGB), Berlin), Dr.ir. M.J. Baptist, ir. W. Luxemburg
For more information you can contact the department of Hydraulic Engineering: 015 – 2783345
23-07-2007 15:27:49
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The impact of placement method on Antifer-block
stability
The main objective of this research was to assess
is recommended to investigate the possible negative
the impact of different placement methods, with
influence of oblique incoming waves on the stability
different packing densities, on the stability of
of the double pyramid placement method.
double layered Antifer-block armour layers. This was
done by experimental research in the wave-flume of
the Fluid mechanics laboratory of the Faculty of Civil
Engineering and Geosciences at Delft University of
Technology. 17 experiments were performed with
packing densities between 44.8 and 61.1 percent.
For every experiment the under layer, toe and
armour layer were rebuilt. The placed Antifer layer
was tested with eight irregular wave series with
increasing significant wave heights from 9cm up to
20cm.
From these experiments followed that regular
placement methods behave more stable than
irregular placement methods with a similar packing
density. Also the more irregular (less accurate)
positioning of blocks within a regular placement
method caused a decrease in stability. Higher
packing densities for equal placement methods
lead to higher stabilities and higher reflection
coefficients. The resulting
K D -values were
between 4.0 and 23.7. If the reflection coefficients
during the first wave series were high, this resulted
in more overtopping during the latest wave series,
which indicates that there is a positive correlation
The eventual choice of the placement method and
between the reflection and the overtopping.
packing density depends on the allowed reflection
and/or overtopping and the construction costs.
Overall it could be concluded that, when the under
The construction costs can be divided into the
layer and the toe are smooth and the blocks can be
production costs, the placement costs and the
placed accurately, the best performing placement
constant costs. For equal constant costs and
methods are the closed pyramid placement method,
equal or small differences in placement costs the
figure 1, for packing densities around 45% and
placement with the higher packing density and
50% and the double pyramid placement method,
accompanying stability value is cheaper for high
figure 2, for packing densities around 55% and
design wave heights. When the placement costs
60%. The size of the openings to the under layer, of
decrease for both placements or only for the
the double pyramid placement method, influenced
placement with the higher packing density, then the
the reflection coefficients. When the second layer
placement with the higher packing density becomes
was shifted half a nominal diameter upwards, as in
also cheaper for lower wave heights.
figure 2, the reflection coefficients were minimal. It
Student:
Committee:
A.B. Frens
Prof.dr.ir. M.J.F. Stive, dr.ir. M.R.A. van Gent, dr.ir. W.S.J. Uijttewaal, ir. J. Olthof, ir. H.J.
Verhagen
23-07-2007 15:27:50
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Next Generation Storage Tanks, A potential
alternative for crude oil storage tanks
Introduction
Within the oil industry storage tanks are used to
store hydrocarbon products. The tank design has
essentially remained the same for many years,
consisting of vertical cylindrical aboveground tanks
made of steel.
Objective
This study is intended to come up with potential
alternatives for crude oil storage resulting in
benefits to the oil business. The study was
carried out in association with Delft University of
Technology and Shell Global Solutions International
in The Hague.
Approach
In order to accomplish realistic storage alternatives,
first an inventory of existing problems is drawn up.
Based on this inventory the main drawbacks of the
traditional storage tanks are defined. Subsequently
conceptual, out of the box, alternatives to solve the
observed problems are generated. Next several tank
specialists participated in the concept assessment.
The underground storage in a caisson structure was
assessed as one of the promising solutions, as it
results in the reduction of:
• The Health, Safety and Environmental risks.
• The risk of financial losses due to incidents.
• The costs related to construction and inspection
& maintenance.
Conclusions
A potential alternative for present crude oil
storage tanks can only be made financially
• The spatial use.
feasible by combining crude oil storage with other
Therefore this solution has been selected for
functionalities, e.g. a quay structure and a container
further detailing. The underground storage
on- and offloading terminal.
tank, continuously filled with oil and/or water, is
Besides the concept assessment indicated that
integrated with a container on- and offloading
traditional crude oil tank design, including the
terminal and a quay structure.
expected design enhancements for the future,
still is a good alternative on the condition that
tank inspection and maintenance is carried out
thoroughly.
Student:
R.E.J. Krol
Committee:
Prof.ir. H. Ligteringen, ir.W.F. Molenaar, ir. W.J.M. Peperkamp, ir. J. van de Geest (Shell
Global Solutions International BV), ir. M. Looijer (Shell Global Solutions International BV)
23-07-2007 15:27:50
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Hydraulic roughness in sediment-laden flow
cohesive and non-cohesive sediments. In sediment-
u 1
h
=
ln
u*
z0
laden flow with concentrations of approximately
for
Most estuarine, and some coastal, areas are
characterised by large amounts of fine-grained
c
0.5 g/l , stratification may occur due to
destruction results in a decrease of effective
hydraulic roughness. The decrease of roughness
for
According to many reports in literature buoyancy
)
1 + (0.76h1.45 )(Ri*
)
h 10 m
u 1
h
=
ln
u*
z0
a vertical gradient of sediment concentration.
1 + (0.76h1.45 )(Ri*
1.3
h 10 m
results in an increase of the depth-averaged velocity
and an increase of tidal amplitudes of the water
This friction law is validated by numerical
level. Stratified systems can only be simulated
experiments with the 1DV POINT MODEL. These
with three dimensional numerical modelling.
numerical experiments show that the buoyancy
However a full three dimensional model is not
effect is small compared to the integral effect of
always practical. The wide shallow domains that
sediment in nature that is reported in literature.
occur in civil engineering practice make depthaveraged simulation often necessary in view of the
To further evaluate the depth-averaged roughness
computational demands. However no theoretically
parameterisation it is applied to a numerical model
accepted, justifiable parameterisation for effective
of the Yangtze Estuary (China). Calibration shows
hydraulic roughness in turbulent sediment-
that the bottom of the Yangtze Estuary is very
laden flow exists to date. Therefore the effect
smooth even without the buoyancy effect, and
of suspended sediment on tidal propagation in
that the buoyancy effect decreases the effective
estuaries is not accounted for in 2Dh modelling.
roughness further. For the Yangtze Estuary the
This makes 2Dh modelling intrinsically less accurate
buoyancy effect is properly simulated by the
than 3D. In case the flow contains an appreciable
depth-averaged roughness parameterisation. The
amount of suspended sediment it is difficult to
sediment-induced error in 2Dh modelling is reduced
reliably predict flow behaviour in estuaries through
by approximately 75%. From this it is concluded
2Dh modelling. In 2Dh models, the bottom shear
that 2Dh modelling becomes more accurate through
stress is explicitly prescribed using a friction
application of the roughness parameterisation.
coefficient. The reduction of hydraulic roughness
due to stratification can in this case effectively
be accounted for by alteration of the friction
coefficient.
By applying theories commonly used for stratified
flow in the earth’s atmosphere and taking into
account the free surface effects, the following
depth-averaged friction law was derived:
Student:
M. Lely
Committee:
Prof.dr.ir. M.J.F. Stive (TUDelft), Dr.ir. J.C. Winterwerp, (WL, Delft Hydraulics), Dr. ir. Z.B.
Wang (WL, Delft Hydraulics), Dr. D.S. van Maren (WL, Delft Hydraulics)
23-07-2007 15:27:50
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Research on the relationships between flood
characteristics and fatalities
Based on the flooding in New Orleans caused by hurricane Katrina
On Monday the 29 th of August 2005 one of the
dike ring there are ten possible flood scenarios for
biggest hurricanes ever measured makes landfall
which the number of fatalities is estimated with
at the shores of Louisiana. It brought death and
both approaches. The fatality estimations with
destruction to one of the most important jazz-cities
both approaches are in the same order. The New
in the world, New Orleans. One of the consequence
Orleans relationships give a slightly higher number
was that there were many fatalities due to the flood.
of fatalities. To use these numbers of fatalities in
The consequence of many fatalities is used in the
a risk analysis, the individual and societal risks are
new flood safety approach for the Netherlands. To
quantified.
determine the possible number of fatalities during
a flood, fatality functions have been proposed
by Jonkman. The Jonkman functions are mainly
based on the flooding in 1953 in the Netherlands.
Fatality functions give the relationships between
flood characteristics and the fatality rate. Flood
characteristics are: water depth, rise rate, flow
velocity and arrival time.
A part of the total flooding in New Orleans is
simulated to determine the flood characteristics.
The output of the simulations is used to determine
The individual risk is the probability that a person
relationships between the flood characteristics and
dies at a certain location given a flood. Comparison
the fatalities.
between the two approaches shows that the spatial
distribution of the individual risk is relatively large.
In the New Orleans flood event, two relationships
So on a local scale it is difficult to determine the
can be distinguished. The first is the breach zone
risks. The societal risk is the probability of a certain
relationship. In this zone the building damage is
number of fatalities. The societal risk is a measure
high and the flood conditions are severe. The flow
for the safety of a larger area, like a dike ring. When
velocity and the water depth are the characteristics
the two approaches are compared the differences
that determine this zone. The second relationship
in societal risk are relatively small. The difference
is the remaining zone relationship. In the remaining
expressed in a protection water is only 0.40 meter.
zone the flood conditions are less severe and the
The New Orleans functions give a protection water
water depth causes the fatalities. Compared to
level that is 0.40 meter higher than the one for
the existing Jonkman fatality functions the biggest
Jonkman’s functions. This difference is smaller than
difference is that the rise rate has no clear influence
the uncertainty in the extreme water levels, which is
on the number of fatalities in New Orleans. In
approximately 0.80 meter. So on a larger scale the
previous studies the rise rate is considered a very
number of fatalities can be estimated reasonably
important flood characteristic, but in the New
well.
Orleans flooding it had almost no influence.
Improvements on the assumptions and more
The two approaches have been determined on two
information on for instance the evacuation rate will
independent flood events. To compare the two
lead to a better model. But to what extent does a
approaches they have both been applied to a case
better model influences the decisions that have to
study of dike ring 14 in the Netherlands. For this
be made?
Student:
B. Maaskant
Committee:
Prof. Drs. Ir. J.K. Vrijling, Prof. Ir. A.C.W.M. Vrouwenvelder, Ir. S.N. Jonkman and Dr. Ir.
K.M. de Bruijn
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Open filters in breakwaters with a sand core
Thesis study into an alternative design for
Physical model tests for this study have been
breakwaters made of granular materials like sand
performed in the long sediment transport flume
and quarry stone. In this design, the breakwater
of the Fluid Mechanics Laboratory. This flume is
is constructed of a sand core and a layer of large
equipped with a wave generator that loads the
stones directly on top of it, without the traditional
structure with the desired wave spectrum. The
filter layers in-between. The single layer of stones
results have been analysed for relations between
serves as one open filter layer that has to reduce
loading and erosion.
the wave induced flow and turbulence well enough
to keep the erosion of sand through the filter
layer within an acceptable amount. By accepting
a controlled amount of erosion and necessity of
maintenance, the alternative design can be very
cost-effective over the life-span of the structure.
In cooperation with Van Oord, one of the world
market leaders in dredging and coastal engineering,
a research into the applicability of very open
filters on sand cores has been initiated at Delft
University of Technology. My thesis study is the
second consecutive in this larger research that has
the goal of finding a good theoretical description
of the occurring erosion processes and developing
a practical design tool for breakwaters with a very
open filter layer on a sand core. The focus of my
study is the relation between the wave height, period and –regularity and the amount of erosion
occurring with it.
Student:
W.J. Ockeloen
Committee:
Prof.dr.ir. M.J.F. Stive, ir. H.J. Verhagen, dr.ir. W.S.J. Uijttewaal, ir. G. Smith
23-07-2007 15:27:51
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A study into maritime collision probability
In the light of maritime risk assessment it is
The second study consisted of an investigation
desirable to be able to quantitatively determine
into maritime traffic in the Port of London area.
the maritime collision probability between vessels
The aim of this investigation was to learn which
underway in restricted waterways. At present
factors have the greatest influence on the Closest
no method exists with which this can be done
Point of Approach (CPA) between vessels underway
with sufficient accuracy. A generally accepted
in restricted waters. No relationships were found
qualitative approach is to simulate vessel traffic
between the CPA and the vessel type, vessel
using a maritime traffic simulation program. Each
dimensions and vessel speed. It was observed that
vessel is assigned a vessel safety domain. The
the method of vessel safety domains for defining
undesirable overlap of two vessel safety domains
encounter situations is not capable of taking into
is called an encounter. During a simulation run,
account the fact that in restricted waters, vessels
the maritime traffic simulation program counts
are frequently required to navigate close to one
the number of encounters. This number can be
another without necessarily creating a hazardous
used to compare the relative safety of different
situation.
alternative designs. It cannot be used to quantify
the collision probability as the relationship between
Finally, the reliability of the maritime traffic
an encounter and the collision probability is yet
simulation program MARTRAM was evaluated. The
unknown. An important disadvantage of this
MARTRAM simulation results for the Port of London
encounter method is the fact that no universal
area were compared to the original traffic data.
definition exists for these vessel safety domains
It appeared that significantly more encounters
and their dimensions in restricted waters.
occurred in the simulation than in reality. This
difference was caused by the limited ability of
The aim of this graduation research was to obtain
MARTRAM to model human encounter avoidance
more insight into the collision probability between
behaviour. A large variation was apparent in the
vessels underway in restricted waters, especially
number of encounters that occurred during the
the factors that influence this probability. Three
different simulation runs. Therefore it was not
studies were carried out to this end.
possible to identify a single ratio between the
number of real encounters and the number of
The first of these was a statistical investigation
MARTRAM encounters. These results confirm
of two maritime incident databases. From both
that MARTRAM is not suitable for the quantitative
data sources it appeared that the vessel type and
analysis of maritime safety. But MARTRAM can be
assumed collision cause had the clearest influence
used for the relative analysis of maritime safety.
on the collision probability between vessels. Human
errors were found to be the most frequent cause of
incidents in both incident databases.
Student:
L.A. Pimontel
Committee:
Prof. ir. H. Ligteringen, Ir. R. Groenveld, Prof. dr. K.A. Brookhuis, R.J. Hennessy (Royal
Haskoning)
23-07-2007 15:27:51
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Container terminal automation Feasibility of
terminal automation for mid-sized terminals
In 1988 ECT became the world’s first container
The gathered information was applied on a case
terminal operator to take the step to automated
study for a container terminal in Norway. An
container handling. At the time this was a daring
automated container terminal was to be designed,
piece of pioneering. None of the existing technology
to handle an annual throughput of 200,000 TEU.
had ever been brought together in heavy duty
This puts it right in the aimed market of medium
equipment, designed to handle heavy 20 ft and
sized terminals. The handling concepts were
40ft containers, in the harsh conditions of a port.
evaluated for the case specific conditions. A
Almost 20 years later the technology has proven its
preliminary design was made of the most favourable
reliability and financial benefits for large container
concept. A discounted cash flow model was used to
terminals. To this day, only a handful of (partially)
evaluate the financial feasibility of the preliminary
automated container terminals are in operation. The
design.
number of automated container terminals, however,
is likely to double within the next 5 years by
It was concluded that, in the studied structure, the
terminals that are currently being built or planned.
return on the required investments do not meet
the requirements on commercial investments. The
The choice in “off-the-shelve” available automated
risks of the required investment are high, due to
equipment is increasing. As a result automated
the high initial capital outlay and the long lifetime
container handling is becoming an option to be
of the terminal. To make this, and similar, projects
considered by smaller terminals as well. In this
commercially interesting, public sector involvement
part of the industry conservatism is considered
is necessary to cover (part of) the risks involved.
a virtue, and scepticism towards new technology
The study did, once again, demonstrate the benefits
is widespread. Profit margins in this part of the
of automated container handling over conventional
industry are slim. This forces terminal operators to
handling systems. It shows that for those investors
increase efficiency and reduce operating costs. The
that are willing to take the risks, large benefits can
largest part of which is taken up by labour costs.
be made.
In this study the different handling processes on a
container terminal have been analysed. An inventory
was made of container handling equipment. From
this inventory, a number of possible automated
handling concepts were developed.
Student:
W.C.A. Rademaker
Committee:
Prof. ir H. Ligteringen, ir. R. Groenveld, Prof. ir. J.C. Rijsenbrij, Ir. N. van der Sluijs
23-07-2007 15:27:51
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43
Air entrainment with plunging jets
Many pressurized sewer systems do not reach
At first instance, a constant or increasing
their design capacity discharge due to enlarged
penetration depth was expected with increasing
resistance in the pipe system. An extensive
jet fall heights, but it turned out that the opposite
investigation has brought to light that air pockets
effect was more often the case. The air/water
in pipe systems are an important cause of high
entrainment ratio determines mostly the penetration
resistance in sewer system pipe lines. Air intake by
depth and the higher the entrainment ratio, the
pumps in sumps is one of the main reasons of air
smaller the penetration depth. A reason for that is,
pocket formation in sewer systems. But there is still
the entrained air bubbles break up the submerged
little known about air entrainment due to plunging
jet and so the jet loses its momentum.
jets from circular open channels, and air intake by
submersible pumps near plunging jets, especially at
The most robust and effective way to prevent air
the scale of real sewer sumps.
bubbles coming deep into the sewer sump near the
submersible pump inlet is to break up and bend
The research objective is to achieve knowledge and
the vertical submerged jet in the reservoir. When
insight into air entrainment from free overfall water
the submerged jet hits a horizontal object below
jets from horizontal open channels and air bubble
the water surface, the high velocity flows in the
intake with submersible sewer pumps.
reservoir are bended horizontal. Air bubbles cannot
be brought deeper into the reservoir and rise up
unhindered in the horizontal flows to the water
surface. Because real sewer sumps have varying
water levels, the horizontal object in the reservoir
should be below the lowest water level.
The master thesis is an experimental research
about a specific subject which is hardly addressed
in literature. Because of that, this thesis is mainly a
basic description of all occurring phenomena with
the used model set-up. Two main conclusions are
given below.
Student:
A. Smit
Committee:
Prof.dr.ir. G.S. Stelling, Prof.ir F.H.L.R. Clemens, dr.ir.W.S.J. Uijttewaal, ir. C.L. Lubbers
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Wave overtopping aspects of the Crest Drainage Dike
In the framework of the ComCoast project, the
Hondsbossche Sea Defence and the Perkpolder Sea
concept of the Crest Drainage Dike has been studied
Defence. Both dikes are located in the Netherlands
regarding the reduction of wave overtopping. This
The use of this numerical program gives a better
study only focuses on the average wave overtopping
insight in the physical background of the Crest
discharge. The basic concept of the Crest Drainage
Drainage Dike. The description of these physics is
Dike is a basin, integrated in the crest of the
the second part of the theoretical study.
dike, that collects overtopping water and thus
For dikes with severe wave attack, such as the
reduces the load on the inner slope of the dike.
Hondsbossche Sea Defence, only a small fraction
The collected water in the crest basin is drained
of the waves is reaching the crest of the dike.
landward or seaward through pipes.
However, the waves that do reach the crest of the
dike have a relatively large volume and the buffer
The main goal of this report is to identify the
capacity of the Crest Drainage Dike limits the
physical background of the concept of the Crest
effectiveness of the Crest Drainage Dike. Besides
Drainage Dike and to predict the wave overtopping
this, there is a high statistical uncertainty since
discharge as a function of hydraulic and geometric
the average wave overtopping discharges are
boundary conditions.
determined by only a couple of waves.
For dikes with a lower wave attack, such as the
Therefore two different types of theoretical studies
Perkpolder Sea Defence, more waves with a lower
have been executed. The first study is process-
volume per wave are overtopping and therefore
based and serves as a basis for the numerical
the concept of the Crest Drainage Dike works well.
program that has been developed. Since this model
However, the crest freeboard reduction with the use
is partly based on several assumptions, several
of the Crest Drainage Dike in these specific cases is
physical model tests have been executed to verify or
only minor.
reject the stated hypotheses. In the physical model
tests, several hydraulic and geometric boundary
Based on the numerical studies and the current
conditions, such as the wave height, the crest
Dutch overtopping criteria, the reduction of the
freeboard, the use of berms, the wave spectra, the
necessary crest freeboard with the use of the Crest
wave steepness and the drain layouts, have been
Drainage Dike is determined and is significantly
varied.
lower then the assumed reductions in earlier
studies.
Since the predictions of the numerical program are
well in line with the measured wave overtopping
discharges, the numerical program is used to
investigate the use of a Crest Drainage Dike
in two case studies. The case studies are the
Student:
Committee:
P. van Steeg
Prof. Drs. Ir. J.K. Vrijling, ir. H.J. Verhagen, dr.ir. W.S.J. Uijttewaal, ir. M.D. Groenewoud
(Rijkswaterstaat), Dr.-Ing. A. Kortenhaus (TU Braunschweig, Leichtwei
Institute), Ir.
M.K. Karelse (DHV)
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45
Tidal power plant at Saemangeum
Saemangeum is een estuarium in Zuid-Korea
dat zich bevindt in een kustgebied dat het best
vergeleken kan worden met de Waddenzee. Door
een gemiddeld getijverschil van 4,5 meter is
er een groot intergetijdengebied dat twee keer
per dag droogvalt. Uit ecologisch oogpunt is dat
zeer waardevol in verband met de vele soorten
(trek)vogels en waterdieren die dit met zich
meebrengt. De Koreaanse overheid heeft inmiddels
een gebied ter grootte van 394 km2 ingedamd met
een dam van 32 km lengte. Er zijn twee spuisluizen
in aangebracht die nu nog continu open staan. De
meest waarschijnlijke bestemming van het gebied is
tweeledig: ongeveer 70 % wordt ingepolderd en 30
% wordt een zoet water reservoir.
Het kan ook anders: door 30 % van het bassin in te
richten voor getijdenenergie blijft een deel van het
intergetijdengebied behouden. Door het getijverschil
van 4,5 meter is de centrale rendabel en kan de
Voor dit afstudeerwerk is onderzocht hoe de
centrale concurreren met andere energiebronnen.
centrale optimaal moet worden gedimensioneerd.
Hieronder vallen locatiekeuze, stroomrichtingen,
sluiscapaciteit, turbines (aantal, te installeren
vermogen en afmetingen), de te verwachten
energieopbrengst en de bouwmethode. Dit
alles met in het achterhoofd de wetenschap
dat de kans dat daadwerkelijk wordt besloten
de getijdenenergiecentrale te bouwen het
grootst is als rekening gehouden wordt met
omgevingsfactoren (behoefte aan polders voor
landbouw, behoefte aan zoet water, ecologische
waarde van het intergetijdengebied) en toekomstige
prijsontwikkelingen.
Het onderzoek is afgesloten met een economische
haalbaarheidsstudie.
Student:
H. Swane
Committee:
prof.dr.ir. M.J.F Stive, ing. G.A. Beaufort(Bouwdienst Rijkswaterstaat), ir. J. van
Duivendijk, ir. H.J. Verhagen, dr.ir. P.J. van Overloop
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Space and the art of water management
landscape architect or urban planner, weights up
Introduction
This is an applied research about the improvement
many issues in which water related assignments
of the design process of urban water management.
play an important role. The water manager, a water
The starting point of this research is the idea, that
board or local government, takes cares for the
technological knowledge of water management
water interests. The water system should support
will be more useful if it corresponds to the
the other functions (housing, business and living)
practice of planning and designing of the space.
in the area by imposing initial conditions to the
This research does not focus on the technique of
design of that water system and the other functions.
water management; instead it focuses on how this
The water manager and designer are therefore
knowledge is used during the design process to
representative for the design process. Because
appoint the available space in the most optimal way.
water has an appearance and a mathematical
Optimal does mean, that choices have to be made
formulation, it is an art to combine both in good
that are not necessarily technical. The research
perspective in the design.
question is: “How could the interaction between
water management and spatial planning be
Results
improved during the design of polder areas in the
The analyses of the interviews resulted in three
Netherlands?”
reasons why the implementation of water in the
urban area is hampered. The first is the restricted
The three main goals of this research are:
legal possibilities to apply control and manage to
• To research of the role of the designer an water
storage and discharge of rainwater. The second is
manager in relation with water management
the uncertainty of qualitative effects of decoupling
• To make an inventory of water management
techniques that are used for the spatial design.
of rainwater from the sewer system. And the third is
the lack of a model, instrument or tool that enables
• To explore possibilities to improve the interaction
the water manager and the designer to add initial
between water managers and spatial designers
conditions and to modify the design space visually
during the design process.
and to assess and design in an iterative way.
Elaboration
These results have led to an elaboration of a
proposal for a tool that is able to add the initial
conditions of the water manager and to assess
the design of the designer in an iterative way. The
method of calculation is specifically used to apply all
kind of different interventions to the water system
in a very easy way. The approach is based on the
use of linked reservoirs for storage on roofs, under
buildings and roads, waterways, the sewer system
and the ground. The visual interpretation supports
Research
The insight in the choices that are made by spatial
the decision-making of water managers and
planning has been obtained by research, in the
designers. Therefore a better adjustment between
form of interviews, to the work method of the
water management and spatial planning in urban
designer and water manager. The designer, a
areas will be available.
Student:
Committee:
P.J. van Berkum
Prof. dr. ir. N.C. van de Giesen, Drs. F.L. Hooimeijer, Dr. E. Mostert, Ir. H.M.C. Satijn (Leven
met water), Dr.ir. P.E.R.M. van Leeuwen (WL l Delft Hydraulics),
For more information you can contact the section Water management, tel. 015-2781646
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Watermanagement
Lake IJssel water quality close to the wind?
A hydro-meteorological study to the influence of (local) sources of pollution on the water quality of Lake
IJssel at the drinking water intake station of Andijk.
Problem, goal and approach
significant higher chloride concentration than Lake
For 65% of their yearly drinking water production
IJssel. Local sources of chloride increase the chloride
the drinking water production company of the
concentration at the intake station of Andijk during
province of Noord Holland, PWN uses water from
unfavourable flow conditions, this increase can be
Lake IJssel. There are some concerns about the
significant. During low wind speeds the mixing and
water quality of Lake IJssel at PWN’s intake station
spreading are less, resulting in higher increases.
near Andijk:
The local sources of chloride can be a threat for
Increasing chloride concentrations in Lake IJssel;
the chloride concentration in Andijk under specific
resulting in exceedence of the Dutch standard for
conditions. Other sources of chloride and the
drinking water quality for chloride in 2005.
chloride concentration of the river IJssel are also of
importance.
Polder pumps near Andijk discharge brackish
seepage water into Lake IJssel.
There are uncertainties about the flow conditions
in the bight of Medemblik, Wervershoof and Andijk.
In case of a calamity it is necessary to know what
current conditions occur.
A sewerage water treatment plant near Andijk is
draining its effluent into Lake IJssel.
Wind drives the currents in Lake IJssel; the
The goal of this research is to elaborate which of
principles concerning this process were investigated
the issues stated above really are problems for the
in chapter four. It was showed that in shallow parts,
drinking water production of PWN in Andijk. First
water will flow with the wind and in deeper parts
the sources of pollution that may cause problems for
in opposite direction of the wind. The results of
the water quality at the intake station of Andijk were
the simulated scenarios showed that wind on Lake
investigated. Since substances dissolved in water
IJssel induces specific flow patterns. In the bight in
are transported towards Andijk, the flow properties
which Andijk is situated always a circulation patterns
of Lake IJssel are also investigated. The elaborated
occurs. The direction of this circulating flow pattern
equations were simplified and analytical solutions
depends on the wind direction. Water discharged by
were obtained. Some simple calculations were done
polder pumps flow with the wind along the shore of
to gain insight in the processes. After that a two
Lake IJssel.
dimensional computer model of Lake IJssel was
When functioning properly, the sewerage water
made to investigate the transport processes in the
treatment plant is not a threat to the water quality
area of interest more in detail. This model was made
of Lake IJssel. But in case of a calamity, as was the
with the finite element packages Sepran & Finlab.
case 29th of March 2007, unpurified sewerage water
is discharged into Lake IJssel by the two polder
pumps closest to Andijk. This causes concentrations
Conclusions
The chloride concentration in Lake IJssel shows
of a large spectrum of dangerous substances to
an increasing trend and is mainly determined by
increase at the intake station of Andijk when an
the river IJssel. The chloride concentration in Lake
unfavourable flow condition occurs at the same time.
IJssel is on average 20 mg/l higher than in the
In case of a calamity PWN is now able to adapt their
river Ijssel. The chloride loads discharged by the
intake strategies to the present current conditions,
local polder pumps are not alarming but do have a
with the results of the calculations.
Student:
J.M. Bloemendal
Supervisors:
Prof. dr. ir. H.H.G. Savenije, Dr. ir. M.J. Baptist, Ir. R.J. Labeur, Ing. J.W.M. Dekker
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Phase Lags in Alluvial Estuaries, Classification of
alluvial estuaries by means of the phase lag
In my thesis the characteristics of alluvial estuaries
concluded that the phase lag is influenced by both
are studied. An estuary is a tidal branch of the
the geometry ratio and the friction ratio. Because
sea or a part of the river that is affected by tides.
both the geometry ratio and the friction ratio
In alluvial estuaries a dynamic equilibrium exits
depend on the shape of the estuary this implies that
between deposition and erosion therefore the
the phase lag depends on the shape of the estuary
hydraulics and the shape of the estuary are directly
as well. The models also display that the damping
related. This interdependence between hydraulics
ratio is inversely proportional to the phase lag.
and shape is important because it enables one
to derive hydraulic information from the estuary
shape and to derive geometric information from the
hydraulics.
In my thesis it is investigated if alluvial estuaries
can be classified by means of the phase lag between
high water and high water slack, respectively low
water and low water slack. It is studied how the
shape of alluvial estuaries influences the phase lag.
Next to that it is examined how both amplification
and damping of the tidal range are influenced by
the phase lag. To study these relations the Elbe,
Scheldt and Mekong estuary are examined. The
Elbe is chosen as an example of an ideal estuary,
i.e. an estuary in which the tidal range is neither
amplified nor damped, the Scheldt as an example of
an amplified estuary and the Mekong as an example
of a damped estuary. By means of this knowledge
hopefully a more accurate classification of estuaries
is possible.
To study the behavior of the phase lag and damping
ratio for the three estuaries two one-dimensional,
analytical models are made. The computed results
of the models match surprisingly well with the
Based on my research it can be concluded that the
reference material of the three estuaries, especially
phase lag changes along the estuary axis because
given the relative simplicity of the model and the
the parameters that determine the shape of the
topographic simplification.
estuary change, often due to interventions, along
the estuary axis. It can therefore be stated that
Based on the results of the models it can be
the phase lag can not be used as a sole indicator to
stated that the range of possible geometries of
classify estuaries. The research shows clearly that
alluvial estuaries is limited. This implies that the
the basis for classification of estuaries lies in the
convergence length of the cross-sectional area of
independent variables of the geometry ratio and the
alluvial estuaries is bounded. Next to that it can be
friction ratio.
Student:
Committee:
J. Haas
Prof.dr.ir. H.H.G. Savenije, ir. W.M.J. Luxemburg, ir. A.D. Nguyen, dr. E.J.M. Veling, dr.ir.
Z.B. Wang
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Ceramic silver impregnated pot filters for
household drinking water treatment
water treatment system under laboratory conditions.
Introduction
The World Health Organization (WHO)/UNICEF
These data should provide a solid scientific base for
assessed in 2000 that 1.1 billion people do not
organizations to safely speed-up and scale-up the
have access to ‘improved drinking-water sources’.
implementation of this system worldwide.
The ambitious target established in the ‘Millennium
Development Goal’ (MDG # 7) is “halving the
Research
proportion of people without sustainable access to
The study was divided into three sections;
safe water and basic sanitation by 2015”. Providing
material characterization, removal of pathogenic
more than half a billion people with safe drinking
micro organisms and retention/release of (heavy)
water is a major task, especially because most of
metals. The microstructure of the filter material is
them are living in rural areas. According to the WHO
characterized using mercury intrusion porosimetry,
a short-term solution to meet the basic need of safe
the direct method and bubble-point tests. Reliable
drinking water can be found in household water
performance data of the removal efficiency were
treatment and safe storage (HWTS).
gathered by monitoring 24 filters during a long-term
Ceramic silver impregnated pot filters (CSF) is
study of 12 weeks in the laboratory of Sanitary
a system developed by the Non-Governmental
Engineering. These 24 filters consisted of filters
Organisation named Potters for Peace. CSF is
from three production locations; Cambodia, Ghana
manufactured with local materials and skills and is
and Nicaragua. From Nicaragua also filters without
therefore an inexpensive product ranging from US$5
the application of silver were included in the
to US$12. A mixture of clay, sawdust and water is
experiment.
pressed into a pot shape with press moulds. Once
the filter element has its shape it is fired in an oven
Conclusions
and impregnated with a layer of colloidal silver.
The major finding of the long-term study is that (i)
Potters for Peace aims for the filter element to have
turbidity, (ii) total coliforms and E.coli as indicators
a maximum pore size of 1 μm (2001).
for pathogenic bacteria, and (iii) suphite reducing
Clostridium spores as indicators for protozoa
oocysts are successfully removed by CSF. MS2
bacteriophages (indicators for viruses) are partially
removed, and surprisingly better by filters without
the application of silver.
A remarkable outcome of the bubble-point
experiments is that the effective pore size in
the filter element is averagely 40 μm. Obviously
these pores are larger than the maximum of 1 μm
pores aimed at by Potters for Peace. However, the
effect of these pores on the removal efficiency
is not great, since micro organisms much smaller
than these pores are retained. It can therefore be
concluded that the indicator organisms are removed
Problem definition
by other mechanisms than screening only, namely
Unavailability of reliable performance data of
mechanism of sedimentation, diffusion, inertia,
ceramic silver impregnated pot filters as a drinking
turbulence and adsorption.
Student:
D. van Halem
Supervisors:
prof. ir. J.C. van Dijk, dr. ir. S.G.J. Heijman, dr. ir. M.R. de Rooij, prof. dr. G.L. Amy
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Application of control techniques to the water
management of large water systems
• Discharge distribution at the Rhine Branches: In
Introduction
Large rivers or canals with high discharges, together
this case the question rises how the discharge
with some control structures to manipulate these
division at the Rhine branches can be more
discharges, characterize large water systems in the
optimal. The weir Driel can influence the division.
Netherlands. Building more structures, to be able
An optimal distribution of the discharge is
to divide the water system in more manageable
needed for different goals, like flood reduction,
branches, is simply too expensive. Therefore it is of
navigation and flesh water management.
great importance to design the existing structures as
• Retention areas: Large areas next to a river,
intelligent as possible for solving existing or future
flooded during high river discharges, can reduce
water problems due tot climate change. This can
downstream water levels along a river. These
be done by applying (advanced) control techniques
storage areas can only function when the timing
to the structures. The question rises in what cases
of this measure is sufficiently accurate. Advances
these control techniques can successfully be applied.
control techniques like Model Predictive Control
This depends on the relation with the characteristics
are of great use to determine the optimal
of control structures, water system and hydraulic
retention strategy for intake structures.
disturbances. Goal of the thesis is to investigate
the application of control techniques to large water
systems in the Netherlands.
Results
Each case has its own background, problems,
simulations, results and conclusions. After finishing
the cases, the cases are analysed together in a
Approach
The possibility of the application of control
schematic way. Identical parameters for control
techniques to large water systems is investigated
structures, storage in the water system and
by considering three real systems as test cases and
hydraulic disturbances are found. This results in a
to investigate which improvements can be expected
general checklist. In this checklist, water managers
by applying control techniques to control structures.
can easily estimate the possibility of application of
The cases are listed below:
control techniques like Model Predictive Control or a
• Pumping station Zedemuden on the canal
simple Feedback Control for a general water system
Meppelerdiep: In this case it will be investigated
and hydraulic disturbance.
which measures can be taken to cope with
the predicted increase of discharges on the
Meppelerdiep The water system is modelled and
the effects of different measures are quantified.
Student:
Committee:
J.M. Lemans
Prof. dr. ir. N.C. van de Giesen, dr. S. Dijkstra (Faculty of Mechanical Engineering), dr. ir.
P.J. van Overloop and dr. ir. A. Sieben (Rijkswaterstaat RIZA, Arnhem)
For more information you can contact the section Water Management of the Faculty Civil Engineering, tel. 015-2781646
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Nutrient Loads on the North Sea
Feeding the North Sea
Eutrophication is a big problem in the North Sea;
The boundary conditions for the southern
the nutrient loads on the sea have increased
boundary are the same as in the previous model
considerably during the last century. An important
set-up, because they have a good agreement with
factor in the eutrophication is the riverine nutrient
observations, except the nitrate concentration.
loads; a minor contribution is from direct loads
The northern boundary conditions did not match to
and atmospheric deposition. In order to determine
observations and are updated. Consequently the
the results of mitigating measures on the riverine
net total nitrogen load over the northern boundary
nutrient load on the nutrient balance of the North
decreases, see figure; the total phosphorus and
Sea, a model that includes all loads in a consistent
silicate load increases. The northern boundary is
way is necessary.
divided in a bottom and surface region in the threedimensional model set-up in order to take into
The objectives of the thesis are:
account stratification.
• To quantify the terrestrial nutrient loads on the
southern North Sea in a consistent way.
• To specify the boundary conditions of the
The two-dimensional model shows a good
agreement with observations, except for silicate,
southern North Sea regarding nutrient
because this parameter is probably underestimated
concentrations in a consistent way.
in British rivers. The model results of the three-
• To determine the relative contribution of these
dimensional model are reasonable; however the
loads to the nutrient concentrations in the
model faces some problems regarding temperature
southern North Sea.
forcing and vertical mixing. This causes that the
spring bloom starts too early and that there is a
The most recent version of the Delft3D southern
too high nutrient concentration in the bottom in the
North Sea model set-up is used as starting point
end of the summer and in the whole water column
in this study, namely the model used during 2nd
during the winter period.
Maasvlakte studies. The model spans from 1996 to
2003 and simulates the hydrodynamics and water
quality of the southern North Sea. In this thesis
the model input is changed regarding the nutrient
loads by rivers, the boundary conditions and the
atmospheric deposition. The study includes a twoand three-dimensional model set-up.
The annual terrestrial load has increased compared
to the previously used model. Because a lot of
rivers are added in the new model set-up especially
in France and the United Kingdom; the time series
of other rivers are updated. The changes apply
only to the loads in the water quality model; the
hydrodynamics of the study area are not changed in
this study.
Student:
H. Meuwese
Committee:
Prof.dr.ir. H.H.G. Savenije, Dr.ir. M.J. Baptist, Ir. G.J. de Boer, Ir. A.N. Blauw (WL | Delft
Hydraulics)
For more information please contact the department of Hydrology, +31 (0)15 27 85080
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Iron removal at groundwater pumping station
Harderbroek
When drinking water is produced from groundwater,
Results
iron removal is the most important process. But
The fingerprint showed that operational events such
the iron removal is usually incomplete. Iron is
as switching on/off of filters and backwashing have
the primary source for discolouration problems in
a significant impact on the volume concentration of
the drinking water distribution system. To avoid
particles breaking through the filter. The peak of
accumulation of iron in the network, it is important
particle volume breaking through after a backwash
to remove both, dissolved and particulate iron.
event takes 4 hours. In these four hours, 13% of
the total filter run time, 45% of the particle volume
Problem definition
load is added. In addition a relation was found
Groundwater pumping station Harderbroek is
between the particle concentration in the clear
operated by Vitens. The iron concentration and
water and the cleaning frequency of the distribution
turbidity in the clear water are quite high according
network.
to Vitens, although they do comply with the Dutch
The column experiments showed that in the cascade
water laws (200 µg/l). The mean iron concentration
effluent the majority of the iron is dissolved
in the clear water is 40 µg/l, while a concentration
iron(II), indicating oxidation of iron(II) is the
of 10 µg/l can already accumulate in the network.
rate determining step at Harderbroek, limited by
pH. Dosing caustic soda resulted in a significant
improvement of the oxidation and removal of
iron(II). Crushed limestone filtration gave promising
results, but the contact time applied was too short
for significant results.
The iron removal model, developed in the modeling
environment Stimela can be used to get insight in
alternatives for the treatment for flock filtration
iron removal. At the moment it is not possible
to make a distinction between the different iron
removal mechanisms. More research on this field is
necessary to get a calibrated model.
Conclusions and recommendations
To reduce the cleaning frequency of the distribution
network one should focus on particle breakthrough
Research
The objective of this study was to improve the
as well as iron removal. To reduce the particle
iron removal at the groundwater pumping station
volume in the clear water it is recommended
Harderbroek, consisting of aeration, rapid sand
to apply a smooth treatment operation and to
filtration and tower aeration. The research
recirculate the first filtrate after a backwash event
contained three parts: 1. A particle fingerprint
for four hours.
of the treatment, resulting in a quantification of
To improve the iron removal it is recommended
particles breaking through the rapid sand filtration.
to extend the research with pilot measurements.
2. Small column experiments on the oxidation and
Caustic soda dosage and crushed limestone
filterability of iron. 3. Evaluation of alternatives with
filtration are promising alternatives and useful to
an iron removal model in Stimela.
test on pilot scale. These data obtained can also be
used to calibrate the model in more detail.
Student:
Committee:
K. Teunissen
Prof. ir. J.C. van Dijk, dr. ir. L.C. Rietveld, prof. dr. ir. M.C.M. van Loosdrecht (microbiology),
dr. ir. A.J. Abrahamse (Kiwa WR), H. Leijssen (Vitens).
For more information you can contact the section Watermanagement, tel. 015-2783347
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Who benefits from road pricing?
- Development and assessment of five road pricing scenarios -
Congestion is a frequent phenomenon on Dutch
Two of the five scenarios were reference scenarios:
roads. The common opinion of the Dutch people is
• Scenario ‘do nothing’: A future without road
that this is unwanted and a solution is needed, the
sooner the better. Recently, at the department of
pricing
• Scenario ‘Nouwen’: A future with road pricing
Verkeer en Waterstaat, the insight has taken root
according to the advice of the Nouwen
that road pricing is at least a part of an effective
committee, the premise is that this results in a
strategy. A growing number of examples from other
system with a fee of 3 cents per kilometer for
countries shows that congestion can be reduced
every car user and a congestion fee of 14 cents
by means of road pricing. However, there seems to
per kilometer in case of congestion (on major and
be a lack of support among the relevant actors in
non-major road network)
our society. Therefore the objective of this master
The assessment of the five scenarios was based
thesis was:
on five aspects, namely flow on the major road
The development of a road pricing system
network, flow on the non-major road network, local
including supportive policy which is effective and
environment, global environment and complexity
gains support among the relevant actors.
and costs of the system. All these aspects originate
from the wishes of the relevant actors.
The city of Rotterdam and its agglomeration was the
study area of this investigation.
Scenario 3 is the most favorable on most of the
As a result of literature research on other countries’
aspects. However, this scenario is also the most
systems and a theoretical study of the effects of
expensive. A cheap alternative for improving the
road pricing in the spatial system, five scenarios
flow on the ring Rotterdam is scenario 1. A cheap
have been developed:
alternative for improving the local environment in
• Scenario 1: A cordon of toll gates on the seven
Rotterdam is scenario 2.
access highways to the ring Rotterdam, the fee
is differentiated to intensity, P+R-facilities in the
closeness of the toll gates, special traffic lanes
for goods transportation, restricting measures for
rat-run traffic
• Scenario 2: Area charging within the ring
Rotterdam, undifferentiated fee, P+R-facilities at
the borders of the charged area, stimulation of
the use of more clean public transport and supply
vehicles, legislation about supply of shops and
companies
• Scenario 3: Kilometer charging nationally,
the fee is differentiated to intensity, special
differentiation in cases of events or unusual
congestion, differentiation adjusted to prevent
rat-run traffic, entire revalue of public transport
and P+R-facilities
Student:
M.T. Balk
Committee:
Prof. dr. ir. P.H.L. Bovy, Dr. ir. J.H. Baggen, Dr.ir. M.C.J. Bliemer, Ir. P.M. Schrijnen, Ir.
P.B.L. Wiggenraad,
For more information please contact the section Transport & Planning, phone: 015-2789129
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Performance analysis of the Turboroundabout
Since the eighties there has been a tremendous
major stream. This theory is based on the following
increase in the number of roundabouts in The
concept. The higher the intensity of the major
Netherlands. This increase was due to the
stream the lower the number gabs in this stream
roundabouts safety and capacity advantages
which can be used by the minor stream to merge in.
compared to conventional crossings. Single-lane
The smaller the critical gab the higher the number
roundabouts are considered quite safe but, on the
of minor stream vehicles which can merge into the
other hand, have a limited capacity. The capacity
major stream. The smaller the follow on time the
can simply be increased by adding an extra lane, the
higher the number of minor stream vehicles which
roundabout becomes a two-lane roundabout. The
can merge into a (large) gap.
safety of a multi lane roundabout is, however, much
less compared to the single-lane roundabout due to
The simulation model is built using the simulation
de necessity of lane changing on the roundabout.
program VISSIM. For this study different types
A reasonably new roundabout design has come up
of roundabouts are modeled and calibrated. The
in The Netherland that eliminates the need of lane
different models, both the analytical and the
changing. This new type of roundabout is called the
simulation models, are calibrated using traffic
Turboroundabout and already sixty of these are built
data collected on Dutch roundabouts. This data
in The Netherlands and have proven to be quite safe
consists of passage times of the minor, major and
and able to deal with large amounts of traffic. The
exiting traffic and gives the major stream intensity
exact capacity of this Turboroundabout, however,
corresponding to the minor stream capacity during
has never been researched.
a time interval of five minutes. The different model
parameters are calibrated on the passage times and
This aim of this thesis study is to acquire reliable
validated on the five minute intervals.
and easy to use models, analytical and simulation,
to calculate the capacity of a Turboroundabout. For
the calculation of the roundabout capacity two types
of models are used, analytical models (formulas)
and a simulation model (computer model).
The analytical models are based on two theories.
The first theory, traffic stream theory, is based on
the (non)linear relation between the major stream
and minor stream traffic flow. Simply stated: The
higher the intensity of the major stream the lower
the capacity of the minor stream. This relation
This study has resulted in a recommendation of an
can be described by an equation with parameters
analytical model with a set of model parameters for
resulting from regression analysis. The second
the Dutch situation which can be used to determine
theory, gap acceptance theory, is based on general
the entry capacity of a roundabout. Also a
driving behavior of the total stream when a minor
recommendation is given how to adjust the different
stream has to merge into a major stream which
settings in VISSIM in order to simulate the Dutch
has priority. The considered gap acceptance driving
driving behavior on roundabouts correctly.
behavior is described by the critical gap, the
In order to give the theoretical results a practical
minimum headway of the major stream, the follow
use, a geometric design is made of a roundabout in
on time of the minor stream and the intensity of the
a complicated situation in Venlo.
Student:
A. van Beinum
Committee:
Prof.dr.–ing I.A. Hansen, Ir. L.G.H. Fortuijn, Ing. E. Jongenotter
(Witteveen+Bos), Prof.dr.ir. S.P. Hoogendoorn, Ir. L.J.M. Houben
For more information please contact the section of Transport & Planning, Tel, +31 (0)15 278 16 81
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=Busstations, meer dan traditionele halte
Integrale oplossing voor inrichting en gebruik
Vervoer neemt een steeds belangrijkere plaats in
Uit het onderzoek wordt duidelijk dat het niet zozeer
onze samenleving in. Dit heeft te maken met de
de ruimtelijke inrichting is die
toenemende behoefte van de gebruiker om zich
problemen oplevert bij busstations, maar eerder de
te verplaatsen door het gehele land. Aantrekkelijk
geboden voorzieningen en de matige afstemming
en goed afgestemd openbaar vervoer is hiervoor
met de omgeving en het overige openbaar vervoer.
belangrijk. Het openbaar vervoer heeft echter niet
Kortom een vervoersknooppunt bestaat te veel
het imago het gewenste alternatief te zijn voor dit
uit losse onderdelen, waardoor het overzicht zoek
mobiliteitsprobleem. Een reiziger is altijd afhankelijk
is. Integratie van de gezamenlijke functies in een
van het voor- en natransport (bus, tram, metro) om
centrale verblijfsruimte is daarom nodig om ook
het hoofdtransport te bereiken (meestal de trein).
in de toekomst het openbaar vervoer gebruik
Hierbij ontbreekt het vaak aan goede afstemming
aantrekkelijk te houden voor de reiziger. Er zijn
tussen de transportmogelijkheden, is de inrichting
hiertoe twee concepten ontwikkeld (gelijkvloers en
niet logisch en is bovendien het wachten voor
ongelijkvloers), waarin de verblijfsruimte voor de
vertrek vaak ook niet erg comfortabel. Verandering
reiziger een centrale positie heeft. In de centrale
van de huidige situatie is dus hard nodig om de
verblijfsruimte zijn functies als een algemene
knooppunten van openbaar vervoer van vandaag
wachtruimte, informatievoorziening en verkoop van
ook functioneel en aantrekkelijk te houden, zoniet te
vervoersbewijzen ondergebracht. Deze zijn zodanig
verbeteren, voor de toekomst.
logisch ten opzichte van elkaar geordend, zodat de
situatie en routing voor de reiziger overzichtelijk en
In dit afstudeeronderzoek is uitvoerig geanalyseerd
aantrekkelijk is.
op welke wijze de inrichting van een stationsgebied
vormgegeven kan worden, zodat de relatie tussen
Om tot realisatie over te kunnen gaan zal in eerste
het busstation en het bijbehorend treinstation een
instantie een betere (intensievere) samenwerking
meer ordelijk, samenhangend en logisch
tussen de verschillende vervoersmaatschappijen tot
geheel vormen voor de gebruiker. Hierbij stond de
stand moeten komen. Voor de langere termijn zou
positie van de reiziger centraal.
het wel eens van essentieel belang kunnen zijn dat
de exploitatie van de knooppuntfaciliteiten (zoals de
centrale verblijfruimte) aan een aparte beheerder
wordt overgelaten. Deze valt dan niet onder de
exploitatie van het (grootste) vervoersbedrijf,
waardoor er betere klantgerichte oplossingen
tot stand kunnen komen. Het realiseren van één
gezamenlijke voorziening zal uiteindelijk leiden tot
meer samenhang tussen bus- en treinvervoer en
daarmee de aantrekkelijkheid van het gebruik van
openbaar vervoer verbeteren.
Student:
S.W. de Boer
Committee:
Prof. ir. F.M. Sanders, Drs. E. de Boer, Ir. K. Peters, Dr.ir. S.C. van der Spek
For more information please contact the section of Transport & Planning, Tel, +31 (0)15 278 16 81
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Comparing methods for reclaiming ferrofluids
used in materials separation
Ferrofluids can be used for materials separation.
During this process losses of the valuable ferrofluids
occur when the separated materials are washed. By
reclaiming the fluids from the wash liquid, the costs
of separation are reduced so that materials with
low added value can be separated economically.
This paper compares four methods for reclaiming
ferrofluids. Small-scale tests were conducted
on chemical precipitation, freeze crystallization,
nanofiltration and evaporation. The currently
feasible methods are nanofiltration and evaporation,
so these are also economically compared. What
method or combination of methods is economically
and technically most attractive, will vary with site
specific conditions. In general nanofiltration is found
to be the economically most attractive option. These
results present strong growth opportunities for
separation by ferrofluids.
Student:
H. Agterhuis
Committee:
Dr. P. Rem
For further information please contact the secretary of the section Resource Engineering: (31) 15 2781328
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Petroleum Engineering
and Geosciences
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Adjoint-Based Well Placement Optimization Under
Production Constraints
Determining the optimal location of wells with
The main advantage over previous approaches,
the aid of an automated search algorithm can
such as finite difference or stochastic perturbation
significantly increase a project’s Net Present Value
methods, is that the method computes improving
(NPV) as modeled in a reservoir simulator. This
directions for all wells in only one forward and
paper has two main contributions: first to determine
one backward (adjoint) simulation. The process
the effect of production constraints on optimal
is repeated until no further improvements are
well locations, and second to determine optimal
obtained. The method is illustrated by two
well locations using a gradient-based optimization
waterflooding examples. In the first the location
method. Our approach is based on the concept
of a single injector is optimized to maximize NPV.
of surrounding the wells whose locations have to
Starting from four different initial injector locations
be optimized by so-called pseudo-wells. These
the algorithm converges to four similar local optima.
pseudo-wells produce or inject at a very low rate,
The second example involves optimization of the
and thus have a negligible influence on the overall
locations of 9 producers and 4 injectors. Starting
flow throughout the reservoir. The gradients of
from two different initial well configurations we
NPV over the lifespan of the reservoir with respect
obtain nearly the same (local) optimum.
to flow rates in pseudo-wells are computed using
an adjoint model. These are subsequently used to
approximate ‘improving directions’, i.e. directions
in which to move the wells to achieve an increased
NPV, based on which improving well positions can
be determined.
Student:
M. Handels
Committee:
Prof.dr.ir. J.D. Jansen
For further information please contact the secretary of the section Petroleum Engineering: (31) 15 2781328
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63
Surfactant adsorption and the effect of surfactant
solutions on permeability
Surfactants have the potential to control fluid
Results
invasion. Based on the idea that the surfactants
This research shows the adsorption of Triton X-
form aggregates which limit fluid invasion, we have
100 on silversand. Furthermore the interaction
investigated the surfactant behaviour in relationship
with the sand and water has been investigated
with porous media.
to explain in detail how the adsorption isotherms
were obtained. The adsorption isotherms show a
In recent years, mixtures of nonionic amphiphilic
characteristic large increase in surfactant adsorption
components have been added to drilling fluids,
at the Hemimicelle concentration. Additionally
e.g., to reduce the formation damage. A possible
at concentrations higher than the Critical Micelle
explanation for this beneficial behaviour is that the
Concentration the surfactants adsorption decreases
amphiphillic components behave as surfactants.
again. The fits of the experimental adsorption
This means micellar structures are formed from the
isotherms show that the BET and the two step
surfactant monomers at the so-called critical micelle
adsorption model result in the best fit.
The results from the flow experiments show that
concentration (C.M.C.). These micellar structures
are responsible for the prevention of the formation
the surfactant structures formed above the Critical
damage. However, these structures are not
Micelle concentration results in a large decrease
permanent but will disintegrate upon changes of the
of the permeability at the entrance of the sand
conditions as temperature, pressure or composition.
column. This reduction can be as much as 36 % at a
Thus, the structures dissolve when the well is put
surfactant concentration of 20 C.M.C..
on production and hence protect the original well
bore permeability.
Conclusions and recommendations
The surfactant adsorption on silversand takes
place through a process of hemimicellization. The
Research
Equilibrium experiments on sand particles have been
surfactants form most likely two adsorbed layers.
conducted to investigate the behaviour of surfactant
Surfactant aggregates formed above the Critical
on sand particles. To investigate non-equilibrium
Micelle Concentration will influence the flow
conditions; flow experiment of surfactant solutions
behaviour and cause a large reduction of the
through sand columns have been performed, below
permeability.
More research needs to be conducted in order
and above C.M.C.. The pressures could be measured
at six places along the column. This allowed us to
to explain the decrease of surfactant adsorption at
calculate the permeabilities within two measuring
higher surfactant concentrations. The reduction of
intervals.
the permeability is a complex process which needs
further investigation.
Student:
J.W.R. de Korver
Committee:
Prof.dr. P.L.J. Zitha, Dr. E.S.J. Rudolph-Flöter
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The Geometry of Lobe Elements in Basin-Floor Fan
4, Tanqua-Karoo Basin, South Africa
Lobes form the down-dip depositional record of
A general palaeoflow direction towards the east
sediment transported through channel systems on
and south-east was identified, but when mapping
the slope in deep-marine settings and the upper
the palaeocurrents for the individual lobe elements
part of the submarine fan and can be important
significant changes occurred were found within the
hydrocarbon reservoirs. Therefore it is important
fan. The isopach maps constructed for individual
to understand the architecture of the lobes and the
beds, groups of beds and lobe elements strongly
hierarchy of their elements. However, important
suggest compensational stacking patterns at
reservoir characteristics such as lateral and vertical
different scales. Shapes and geometries of
variations of facies types, connectivity and the
individual beds, groups of beds and lobe-elements
geometry of the lobe elements are below seismic
are complex and the field area proved to be too
resolution. The LOBE project aims to investigate
limited to capture the entire geometry. However
these important internal features of lobes by
some bodies revealed elongated shapes from which
conducting an analogue study on Permian turbidites
their width can be estimated.
in the Tanqua Karoo Basin, South Africa. The
objective of this study, as part of the LOBE project,
An additional investigation was performed on the
is to construct a 3D static geological model of Fan 4
interfan-shales of wells NB2 and NB3 to investigate
in the near-wellbore area of well NB2 giving insight
whether cyclicity occurs in the layering caused by
into the internal architecture of the lobe.
recurring changes in the depositional mechanism.
Significant cyclicities were found within the shale-
A lobe consists of alternating intervals of sand-rich
intervals and, together with improved constraints
and silt-rich intervals. The sand-rich intervals are
on the timing of sedimentation in the Karoo basin,
referred to as lobe elements. Through detailed
possible matches with Permian Milankovitch
fieldwork individual lobe elements were tracked
cyclicities are proposed.
for their lateral extents and features such as
bed amalgamations, palaeocurrent indicators,
permeability barriers and lateral changes in
composition and facies. Gradual and abrupt thinning
trends in the lobe elements were recognised and
found to be at variance with the simple sheetlike sandstone geometries descriptions from
previous work. In total, 49 sedimentary logs were
constructed for the 3D geological model. Analysis
of the field data resulted in estimates on the width,
length and thickness range of the sandbodies in the
lobe elements. Cumulative thickness distribution
curves of the upper and lower stratigraphic part of
Fan 4 led to the conclusion that these curves differ
because of increased amalgamation in the youngest
exposed stratigraphy of the lobe.
Student:
W. Paulissen
Committee:
Prof.dr. S.M. Luthi
For further information please contact the secretary of the section Reservoir Geology: (+31) 15 2781328
23-07-2007 15:27:58
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Global-scale seismic interferometry: numerical
validation of the acoustic representation integral
Seismic reflection imaging has shown its virtues
We synthesized global-scale earthquake responses
on exploration scales, but has been applied to a
and used them to test the new relation. When the
limited extent only on a global scale due to a sparse
sampling of real source locations is dense enough,
source (and receiver) distribution; the earthquake
then both the response as well as the response
hypocenters are mainly along the active lithosperic
without free-surface multiples is reconstructed.
plate boundaries. This problem can be approached
Also when no responses are used from nearby the
with seismic interferometry.
place where we want to reconstruct a source, still
the reconstruction of the response with free-surface
In recent years there has been considerable
multiples can be made. When only responses from
progress in the development of seismic
sources at a certain epicentral distance range
interferometric techniques. A source can be
are available, still some events in the Green’s
(re)constructed at any receiver position by the
function between two receiver locations can be
application of a correlation integral. By measuring
reconstructed.
the responses of a medium at a receiver due to
a number of sources and correlating it with the
The reconstructions are not perfect, but the
responses due to the same sources measured at
artifacts could be largely ascribed to numerical
other receivers and subsequently stacking the
errors. One of the artifacts, the reconstruction of
contribution of the different sources, a reflection
events between (major) contrasts within the model,
response of the medium is created due to a
could possibly be of use for imaging.
(re)constructed source at one of the receiver
With modeling it is possible to find out in what
positions.
region of the correlation panel stationary phases
The application of seismic interferometric
that contribute to the reconstruction of events, are
techniques on a global scale would create source
located. This (pre-) knowledge opens up a new way
locations at places where naturally no earthquakes
of filtering out undesired events.
occur. In this way it could be possible to create a
dense enough sampling of source gathers, enabling
the application of reflection imaging on a global
scale.
We derived a new acoustic representation integral
for global-scale interferometry. Since the globalscale configuration differs from the explorationscale configuration, also the seismic interferometric
relation is different. It is an integral of which the
integrand is a correlation between a response and
a response without free-surface multiples. A plot
of this integrand is called a correlation panel. An
integration of the correlation panel over source
positions gives the reconstructed result.
Student:
E. Ruigrok
Committee:
Prof.dr.ir. C.P.A. Wapenaar
For further information please contact the secretary of the section for Applied Geophysics and Petrophysics: (31) 15 2781328
23-07-2007 15:27:58
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Screening of CO2 Wetting Behavior in Carbonate
Reservoirs under Reservoir Conditions
Firstly, a modified Peng-Robinson equation of
Introduction
Carbon dioxide flooding is a proven method
state is used to compute the composition of the
for improved oil recovery. The most important
phases. Secondly, in order to ensure that the
mechanism that causes the improved recovery is
components are completely mixed upon addition
the miscibility with oil, leading to viscosity reduction
and consequently that thermodynamic equilibrium
and oil swelling. The flooding process could be
is obtained, a high pressure pump is integrated into
improved if CO2 would become the wetting phase
the setup. Finally, a standardized image capturing
with respect to oil, especially in fractured and oil-
and image analysis technique is used to acquire
wet reservoirs. An additional advantage of the use
consistent and reliable results. We have applied
of CO2-flooding is that the sequestration of CO2 can
the procedure to the CO2-hexadecane-CaCO3
contribute in the reduction of greenhouse gasses.
system to verify the method and also to check the
reproducibility. Thereby, hexadecane was used as
Problem Definition
The main challenge to apply CO2-flooding
a model oil and pure calcite surfaces as a model
reservoir formation rock.
successfully is the prediction of wettability changes
in the reservoir. In order to establish such a
Conclusions
predictive method, reliable and reproducible data
The results show that it is indeed possible to carry
on wettability changes at reservoir conditions,
out reliable and reproducible measurements of
with changing CO2 composition, temperature and
contact angles in the CO2-hexadecane-CaCO3
pressure is an essential requirement. Predicting
system in equilibrium over a range of pressure and
wetting behavior of complex systems is difficult
temperatures. Under all pressure and temperature
by means of empirical models, especially under
conditions measured the system behaves oil-wet.
high pressures and temperatures. Therefore a
It is expected that the procedure can be used as
straightforward experimental procedure is proposed.
a screening method to assess the effectiveness of
CO2-flooding in carbonate reservoirs, using crude oil
and reservoir rock.
Research
This paper presents an experimental procedure,
based on contact angle determination applying
the capture bubble technique, to determine these
wettability changes at reservoir conditions in the
solid-liquid-fluid system. The procedure allows
measurements for temperatures between 290 and
470 K and pressures up to 20 MPa.
Student:
M. Sluimers
Committee:
Dr. Ir. E.S.J. Rudolph-Floter, Prof. J. Bruining, Dr. K.H.A.A. Wolf, Prof.dr. W. Rossen
For information you can contact the section Petroleum Engineering, tel. 015-2781328
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Visualization of bacterial transport mechanisms
with transparent micro-models
An important subprocess in all Microbially Enhanced
impaction. So experiments with a micro-model show
Oil Recovery processes is bacterial transport.
possibilities to observe qualitative aspects regarding
Much research on bacterial transport in porous
mechanisms of transport.
media has been done for safe drinking water and
bioremediation. I have focussed on mechanisms that
I developed a flexible procedure to construct new
play a role in oil reservoirs, which means dealing
micro-models. Etching techniques used to make
with different conditions, i.e., high pressures, high
integrated circuits can be used to design and
temperatures, high salinities, the presence of a
build transparent micro-models of any geometrical
number of compounds that constitute the oleic
structure and that are tuned to the specific aspects
phase and low fluid velocities. I have considered
of bacterial transport mechanisms. A numerical
pressure and temperature conditions in which
code, which uses the acceptance-rejection
microbes can survive. I have ignored the presence
algorithm, has been developed to implement a
of the oleic phase, which means that I focussed on
variety of pore structures.
high salinity conditions and low velocities.
I derived the model equations that describe the
I distinguished transport in the porous medium
transport processes in the micro-model, however
and restraining processes. During transport, the
by disregarding a dispersive mixing term in the
distribution of microbes is altered due to mechanical
vertical direction. A commercial finite element
dispersion and inaccessible and excluded pore
code, which solves the hydrodynamic equations
volume (velocity enhancement). Micro-organisms
and the transport equations, has been used for the
can be trapped in narrow pore throats (straining) or
interpretation of the experiments. The interpretation
by pore bridging. In addition, if microbes get close
allowed me to determine which of the restraining
to a pore wall, deposition and adsorption can occur.
processes can be observed and thus validated with
Mechanisms for bacterial transport towards the
micro-models. Away from the boundaries of the
pore wall are bacterial motility, inertial impaction,
geometry, qualitative agreement between predicted
interception, Brownian diffusion, sedimentation and
and observed streamlines has been obtained.
lift forces. Close to the pore wall, interaction forces
between bacteria and the wall will cause attraction
or repulsion. These forces are described by DLVO
theory. On top of that steric interactions are
involved. I have made a comprehensive overview of
mechanisms that play a role in bacterial transport
under reservoir conditions.
It is the purpose of my research to show which
of the bacterial transport mechanisms can be
validated by experiments with transparent micromodels. I have performed micro-model experiments
using “dead” micro-particles and microbes under a
variety of conditions. I have visualized interception,
aggregation, incipient pore bridging and bacterial
flow patterns. I also confirmed the absence
of a significant effect of lift forces and inertial
Student:
Committee:
B.J. Thuss
Prof. Dr. Hans Bruining, Geert van der Kraan, Dr. Gerard Muyzer, Dr. Cristian Picioreanu,
Dr. Susanne Rudolph, Dr. Karl-Heinz Wolf
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Engineering Geology
69
Engineering Geology
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Engineering Geology
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Experimental study on clogging processes in
spherical flow geometry in water production wells
This thesis reports on an experimental study of
In this study the following steps were taken:
clogging processes in spherical flow geometry using
X-ray tomography.
• Review scientific literature
• Familiarize with existing setup
Problem statement:
• Measure zeta potential of the suspension used
If a water production well is installed and starts
• Inject the hematite suspension at different
production, particles in the reservoir are mobilized
and are deposited in the near wellbore area. This
is a problem as production will decline in time. If
more wells need to be installed the production
cost increases significantly. If deposition processes
flow rates and concentrations in order better
understand the clogging process
• Use a CT-scanner to measure the deposition of
the hematite particles
• Compare acquired data with previous results
are understood and prevented/delayed a well can
produce for a longer period and is more economical.
Topics discussed in this thesis which were not
considered before,
The main questions before this study were what
effect concentration and flow rate have on particle
• Determine surface charge and zeta potential of
the hematite suspension
deposition in spherical flow geometry in water
• Add NaCl(salt) to the suspension as stabilizer
production wells and what the dominant particle
• Reduce the number of sand layers from 5 to 3
deposition mechanism is. The conclusion yields
that the higher concentration, more particles are
being deposited and a higher flow rate results in
layers
• Conduct long-term experiments to see the effect
of time on deposition of particles
more particles being deposited. It was found that
the dominant particle deposition mechanism is
mechanical deposition.
The theory of Iwasaki [17] states that the rate of
deposition is proportional to the flux, the product
of concentration and flow rate. To check this
equation, several experiments have been conducted
with different flow rates and different particle
concentrated suspensions. In these experiments
hematite (Fe2O3) is used as suspended particle.
Deposition of particles is measured using a CTscanner.
The theory of Iwasaki was not confirmed in this
study. It was not possible to get the same results
from theory for the eleven experiments conducted.
From the results I find that for the same flux, more
particles are deposited for higher flow rates. A
higher concentration yields similar conclusions.
Student:
J. de Boer
Committee:
Unknown
For further information please contact the secretary of the section Engineering Geology: (31) 15 2781328
23-07-2007 15:27:59
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71
Engineering Geology
The Intrinsic Compression Line of Tertiary clays
Geotechnical information on Tertiary clays is
This thesis reviews the geology of Tertiary clays
limited in the Netherlands despite their widespread
in the Netherlands and provides the results of the
distribution in the subsurface. This is because the
ICL determination with comparisons from tests
clays have limited access due to depth and due to
done on undisturbed samples, showing, according
outcrops at only a few locations where they can
to Burland the clays are all over-consolidated,
be sampled at an even further limited number of
the degree of consolidation being greater in
clay pits. Hence most of the information on these
Winterswijk. This suggests that processes such as
clays is based on more extensive investigation in
glaciation, dessication and tectonics must have had
Belgium (Boom and Ieper clays) and the United
a significant influence on the Winterswijk clay as
Kingdom (London Clay, Barton Clay). Outcrops
the Belgian/ Westerchelde clays would have been
of the Tertiary clays occur at Winterswijk, south
subject to greater sedimentary loading.
Limburg and Zeeuws-Vlaanderen. Clay pits suitable
for sampling only exist in Winterswijk and south
Limburg. The strategy of the research is based on
these ‘sampling’ constraints and examines basic
Winterswijk Rupel Clay geotechnical properties
for comparison with that of Mol, other locations in
Belgium and from the Westerschelde in Zeeland
(from the Westerschelde tunnel).
Use is made of a testing /investigative approach
set out by Burland (1990) in his Rankine lecture
to the British Geotechnical Association to obtain
relevant consolidation parameters for comparison.
The first step is to obtain, to quote Burland, ‘the
compressibility and strength characteristics of
reconstituted clays so as to obtain a basic frame
of reference for interpreting the corresponding
characteristics of natural sedimentary clays. The
properties of reconstituted clays are termed
‘intrinsic’ properties since they are inherent to the
soil and independent of the natural state.’ The
concept is simple but involves a significant amount
of time, as is the case with most consolidation tests
on clays. The method requires determination of
ICL, ‘Intrinsic Compression Line’. ICL is based on
reconstituted clay at a moisture content of between
that of its liquid limit to and 1.5 times the liquid
limit, followed by one-dimensional consolidation.
The plot of voids ratio to log pressure represents
the ICL. The ICL is then compared with compression
curves of undisturbed samples.
Student:
Y. Yao Hu
Committee:
prof. Dr. Ir. F.B.J. Barends
For further information please contact the secretary of the section Engineering Geology: (31) 15 2781328
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Engineering Geology
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Characterisation of ore and waste-rock from Irishtype Zn-Pb deposits by means of multi-sensor
automatic sorting
In future more waste will be mined together with
at the surface, an optical sensor will not be able
the ore, for several reasons (lower grade, technical
to register it. The electromagnetic sensor is able
improvement and more heterogeneous ore).
to separate rocks with ferromagnetic parts from
Currently, the mined waste and ore are crushed
rocks without ferromagnetic parts. Based on the
and ground for further processing, which is rather
results of the experiments with the electromagnetic
expensive because of high energy use. To reduce
sensor can reasonably be assumed that rocks with
these costs waste should be separated from the ore
a higher iron content than 17% and rocks with a
at an earlier stage, the co-called pre-concentration.
higher nickel content than 0.1% could be separated
Conventional physical concentration can not always
from the other rocks. However, for an unknown
be used, because the separating forces are small
reason not all rocks that have these nickel and iron
in comparison to gravity, a solution may be sensor-
contents could be separated. The electromagnetic
based sorting. To know if sensor based sorting
sorter is not yet useful in the mining industry,
is applicable in a certain mining operations, one
because it is not sensitive enough. Its sensitivity
should know the property spaces of the materials
could be further developed to reduce the influence
present in the mine. The aim of this report is to
of disturbing variables such as shape, size and
create a part of a database with property spaces
position of the ferromagnetic part of a rock. The
for a variety of sensors. In this project property
x-ray sorter is able to separate all waste-rocks with
spaces of the ore and the waste material of the Irish
a low metal content from rocks with a high metal
Type lead zinc deposit Lisheen are determined. An
content. The x-ray sorter is insensitive for dust,
additional purpose is to determine if sensor based
moisture and surface contamination which makes
sorting is applicable in Lisheen. Experiments with
the sorter very robust and useful in the mining
optical, electromagnetic and x-ray sensors were
industry. A disadvantage is that the rocks should
done on samples of the Lisheen mine to gather
go through a secondary crusher before they could
data about the property spaces of Lisheen waste-
enter the x-ray sorter.
rock and ore. The experiments with the optical
sensor were done at laboratory scale, while the
Concluding: The optical sensor may be useful
experiments with the electromagnetic and x-ray
for Lisheen, but more tests are necessary. The
sensors were done at industrial scale. CommoDas
electromagnetic sensor may be useful, when the
provided the use of an electromagnetic and a x-ray
sensor is improved. The x-ray sensor is potentially
sorter for these experiments. The data gathered
very usefully for the Lisheen mine.
from these experiments is processed to see the
differences between rocks with different metal
contents or between rocks with different iron, lead,
zinc, copper and nickel contents. The optical sensor
is able to separate light coloured waste, like calcite
and dolomite, from the other waste-rock and the
ore. An optical sensor may be able to separate
tennantite from all the other rocks. However, this
method is a surface method, which means that
dust and surface contamination will influence the
result. When tennantite is present in small amounts,
recognition may be a problem; if it is not present
Student:
R. Teerink
Committee:
Dr.ir. Tako de Jong
For further information please contact the secretary of the section Resource Engineering: (31) 15 2781328
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Offshore Engineering
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Simulation and optimisation of ocean transits of
semi-subversible crane vessels
The demand for oil and gas will probably continue
An analytical investigation of the equations of
to grow for at least a couple of decades, as a result
motion of the semi-submersible crane vessel Balder
of the world’s continuously growing energy demand
revealed the possibility to improve the motion
and the lack of sufficient alternative energy sources.
behaviour of the towed semi-submersible crane
This demand has led to an increase in search efforts
vessel by increasing the tow bridle length and
to find new oil and gas fields. In turn, new offshore
decreasing the total tow configuration length. Since
field development programs cause an increase in
these are quantities which are in practice relatively
fabrication, transportation and installation activities
easy to adjust, further research has been carried
of offshore structures.
out to quantify the results of these measures.
Heerema Marine Contractors currently has the
A numerical tow simulation model has been created,
availability of three semi submersible crane vessels.
incorporating the hydrodynamic properties of the
Semi-submersible crane vessels are used worldwide
tow configuration, the manoeuvring behaviour of the
for installing and removing offshore structures.
tug Retriever and the SSCV Balder and the varying
The ocean transit of a semi-submersible crane
environmental conditions. This numerical simulation
vessel (SSCV) to a new working area significantly
model has been used to evaluate the benefits of
reduces the time the vessel can be operational
different adjustments of the tow configuration for
and consumes large amounts of fuel. Thus, a
the planned ocean transit of the SSCV Balder from
small improvement of the tow behaviour could
Corpus Christi (Texas, USA) to Luanda (Angola), in
save Heerema Marine Contractors large amounts
December 2007.
of money. This thesis study provides a model to
simulate the ocean transit of an SSCV, to be able
to visualise the effects of changes in the tow
procedure. Finally, the model has been used to
optimise the tow procedure of ocean transits of
SSCV’s
The conventional tow configuration of an ocean
An optimal solution has been found by parametric
transit of a semi-submersible crane vessel consists
variation of the tow bridle leg length and the total
of a tug, connected to the semi-submersible crane
tow configuration length. Evaluation of the results
vessel by a tow bridle and a tow line. During
yields to the conclusion that a bridle leg length
the ocean transit, the length of the tow line is
of 180 m reduces the horizontal SSCV motions
varied according the encountered environmental
significantly, independent of the tow line length and
conditions. The manoeuvring behaviour of the
for almost all occurring environmental conditions
towed semi-submersible crane vessel is rather
along the planned transit route.
disappointing. Therefore, the installed dynamic
positioning system, consisting of several azimuthing
thrusters, is used to maintain the reference heading
of the semi-submersible crane vessel.
Student:
J.J. Bakker
Sponsor:
Heerema Marine Contractors
Committee:
Prof. dr. ir. R.H.M. Huijsmans, ir. G.H.G. Lagers, ir. G. Meskers, prof. ir. J. Meek
For more information please contact Offshore Engineering, tel (+31) 15-2789445
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Study of best practice in converting VLCCS to
FPSOS from available tanker hulls
The regulatory phase-out of single hull (SH) very
Probabilistic modeling of this effective protection
large crude carriers (VLCC) has left recent DH VLCC’s
(coating-life) and of degradation mechanisms is
as obvious candidates for conversion to Floating
proposed to account for inherent risks. This may
Production Storage and Offloading (FPSO) vessels,
be done as part of a larger reliability- and risk-
as 1970’s hulls are now completely unavailable, and
based design philosophy, for which strategies are
studies have shown that late 1980’s and early 1990’s
suggested.
vessels are generally structurally unreliable for
Residual thickness as a function of initial thickness,
longer (20, 25 years) design-lives for conversion.
corrosion wastage and coating degradation may be
Recent double hull (DH) VLCC’s may structurally be
probabilistically modeled from relevant statistical
in good condition as a consequence of their short
data to provide better insight into structural
life so far and modern inspection, maintenance
degradation, and a more analytical approach to
and repair (IMR) practices. Their structural lay-out
determining and monitoring structural corrosion
however introduces new problems when applying
health and IMR strategies.
current design practices. According to these, the
DH structures lack sufficient corrosion margins for
A structural analysis has shown that a certain 1997
further design lives of as little as 15 years.
DH VLCC may be considered unsuitable for any (15,
20, 25 year) design-life as a result of its limited
Degradation mechanisms and -mitigating
corrosion margins, as per current design practices.
measures, their effects and design philosophies are
It has served as a basis for an Excel-based hull-
reconsidered to advice on current design practice.
selection tool and subsequent comparison of a
Corrosion rates for various structural items have
late 1990’s VLCC and an early 1980’s VLCC on the
been obtained through in-service ultrasonic
basis of design-lives, corrosion margins and various
thickness measurement (UTM) data from 6 FPSO’s.
(alternative) protective strategies.
Protective coating performance has been quantified
The possibility of applying de-humidification,
from data provided by service reports.
permanent ballast, chemical inhibitors and inert-gas
in the unique FPSO DH environment and the effects
thereof on the advancement of corrosion of bare
low-carbon steel should be further investigated, in
order to obtain results (corrosion rates) that may be
applied with a high degree of certainty in designcalculations.
If purchase costs are considered for both the 1980’s
SH VLCC and the late 1990’s DH VLCC, the former is
a financially more attractive option.
In conclusion: as early 1980’s SH and early 1990’s
SH and DH vessels become scarce and their quality
poor, late 1990’s DH VLCC’s become increasingly
attractive for conversion, the more so as their
purchasing cost decreases.
Student:
F.A. Giepmans
Sponsor:
SBM Inc
Committee:
prof.ir. J. Meek, dr. J.M.C. Mol, ir. G.H.G. Lagers, A. Collins N.A.
For more information please contact Offshore Engineering, tel (+31) 15-2789445
23-07-2007 15:28:00
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Development of an LNG-regasification terminal
The global energy demand is growing while the
disturbed wave pattern introduced by the presence
reserves of fossil fuels are decreasing. This fact
of the carrier during regasification is higher than
and the current political wish to make the Western
the survival sea state. The design sea state has a
economies less dependent of their suppliers
significant wave height of 4.0 metres. This results in
of energy, requires flexible solutions and new
a design wave height of 9.11 metres. The DP-system
energy sources. The import of LNG by means of
is designed for a current of 0.3 m/s and a wind speed
regasification terminals is an important contribution
of 30 m/s, which leads to a conservative design.
to these solutions.
For application world wide, the natural heave period
There is public resistance against regasification
(18.7 s) is kept as high as possible. The shipping
factories in densely populated areas. Floating
motions were first predicted with a simplified theory.
terminals are not yet installed because they
Hereafter diffraction calculations were performed to
have to cope with technical problems. The major
improve the results.
problems are: the offloading equipment that can
withstand the shipping motions; and the vaporization
Several concepts have
equipment that can function in seaway with a small
been developed by the
environmental impact.
industry for terminals with
The presented concept deals with these problems.
similar characteristics,
The shipping motions are reduced by the application
among which a monohull.
of a semi submersible shape of the terminal, while the
The semi concept has
environmental impact of the vaporizers is decreased
to cope with 1 metre
by the use of ambient air vaporizers. The concept
significant motions relative to the carrier in beam
exists of an SPM-system to which the LNG carrier
seas, while the monohull introduces significant
can moor; a semi-submersible terminal; and a riser
motions over 4.5 metres. In head waves these
with which the terminal is connected to the anchoring
motions are about 1 metre for the monohull and
point of the SPM-system for gas export. The semi in
about 0.5 metres for the semi. Beam seas are not
equipped with DP capability; to stay upwind while the
present in the normal operational condition, but
LNG carrier moors to the SPM; to maneuver aside of
weathervaning of the carrier might introduce beam
the carrier; and to keep position while the LNG carrier
seas occasionally. The monohull concept uses ambient
is offloaded.
seawater as heating fluid for the LNG, which makes
application in the North Sea difficult. This is also
Regaining of some of the energy (which was needed
strictly regulated in the Gulf of Mexico.
to liquefy the natural gas) during the vaporization of
the LNG is possible, but not preferred. This will only
The study concludes that a semi-submersible terminal
complicate the vaporization system and will not lead
accelerates the developments of floating LNG
to a smaller vessel. It is possible to generate 13.1 MW
solutions, because it eases the application of offshore
of the total of 207 MW needed to regasify 1.5 BSCF/
cryogenic offloading equipment. For further studies,
D. This amount of power is approximately equal to the
simple prediction tools of roll motions are strongly
amount of required propulsion power of the semi.
recommended. Also an economical study should be
included.
The projected location is close to the existing K13
DP-capability and vaporization technology appear to
platform in the Southern North Sea, near existing
be solvable problems, which leaves the offloading
gas infrastructure in a water depth of 30 metres. The
equipment as key issue in further developments.
Student:
A.C. Schuiling
Sponsor:
Bluewater Energy Services
Committee:
prof.dr.ir. R.H.M. Huijsmans, ir. G.H.G. Lagers, ing. H.T. Grimmelius, ir. B. Steuten
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Master’s Theses March 2007
Optimization of Dome Housing in Sri Lanka
Student: C. Hammer
Design tools for the Virtual Wind Tunnel
Structural design of reinforced concrete pile caps
Setting up the geometry for CFD calculations
The strut-and-tie method extended with the
Student: R.A.G. Kerklaan
stringer-panel method
Student: A.V. van de Graaf
Functioneel Specificeren bij projecten van
Rijkswaterstaat
Geboorde tunnels in ultra hoge sterkte beton
Ontwikkeling van een kader voor evaluatie en
Reductie van de tunnels liningdikte
advisering
Student: T.W. Groeneweg
Student: A.W. Lever
Application of high strength steel in Steel pin
Variantenonderzoek Onderbouw Parkhaventoren
connections and Double shear timber joints
Student: O. Los
Student: R.D. Hieralal
Progressive Collapse Assessment
DE DRIJVENDE FUNDERING
Non-linear behaviour of concrete structures in
Een stabiele basis voor waterwonen in de 21ste
damaged state
eeuw
Student: M. Smith
Student: M. Kuijper
Optimisation of structural transfer zones in multiExternally bonded carbon fibre reinforced polymers
use buildings
Debonding caused at shear cracks
Student: R. van de Straat
Student: R.H.Ringers
Parametric Associative Design for Free Form
Vloeistofreservoirs: Maximale afmetingen ten
Architecture
aanzien van vloeistofdichtheid
Student: P. Vermeij
Student: L. Stapper
Een Living Bridge voor Amsterdam
Gabion Stability
Student: R.H.P.A. Beekx
Ontwerpstudie naar een vaste oeververbinding over
het IJ
Veldproeven op steenzettingen
Student: L. Dietz
Student: J.A.H. Blom
Waarde van het ontwerp in relatie tot de waarde
“Sandwich wall as the quay wall for the future”
van het proces
Student: P. Bonte
Student: T.J. Duvivier
“Dynamic behaviour of jetty structures under
Ondergrondse kleine infrastructuur
seismic conditions“
Nut en noodzaak van ordening
Student: H. de Brabander
Student: M.P. Franken
Effects of softwood vegetation within groyne fields
Research of the functional and technical feasibility
Student: M.T.B. van den Broek
of a floating football stadium
Student: N.T.N. Groenendijk
23-07-2007 15:28:01
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Floating Breakwater
The impact of the deep water extraction at the
A Theoretical study of a dynamic wave attenuating
position of the fresh-salt interface
system
Student: N.L.Kramer
79
Student: M.W. Fousert
Integrated water quantity and water quality control
Feasibility Study on Tidal Power Barrages
of lowland water systems
Including plant design and site selection
Student: B. van Rossum
Student: J.J. van Harn
A distributed stream temperature model using high
The sandhunger of the Oosterschelde
resolution temperature observations
Case study: The development of the morphology of
Student: M. Westhoff
the Galgeplaat
Student: M.L.E.B. van der Hoeven
Dynamisch Railverkeersmanagement op knelpunten
The influence of flow acceleration on the stability of
Student: M. van Dijk
stones
Student: M. Huijsmans
De oorzaken van de verslechterde doorstroming bij
80 km zones
Scour around an offshore wind turbine
Student: H.J. Harms
Student: W.F. Louwersheimer
Systematische herinrichting van zwarte punten in
Dealing with uncertainties in the design of bottom
Vlaanderen
protection near quay walls
Een beslisboom en een kosten-batenanalyse
Student: A.A.Roubos
Student: M. van ‘t Hof
“Computational modelling on the final closure gaps
Modeling interaction between pedestrians and
in the Saemangeum dam, South Korea”
revolving doors
Student: M. van der Sande
Student: R. Landman
Hydraulic fracture grouting
Laboratory experiments in sand
Student: M.P.M.Sanders
The influence of flow acceleration on the stability of
The recyclability of ultra light car designs
stones
Student: M. Gadziala
Student: T. Schweckendieck
An analysis of friction by microtunneling
Using Real Data to test Reservoir Model Updating
Student: N. Verburg
with the Ensemble Kalman Filter
Student: H.J. de Boer
Watermanagement
Probabilistic modeling of sewer deterioration
Sediment Mass Balance Study of the late-Holocene
Student: J. Dirksen
Prodelta on the Northern Adriatic Shelf
Student: W. Bron
Risk Assessment for Floods Due to Precipitation
Exceeding Drainage Capacity
An Integrated Study into the Reservoir Characteristics
Student: U. Karamahmut
of Miocene Mangrove Deposits of Mallorca
Student: H. Coppes
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Enhanced mass transfer of CO2 gas into water by
A Practical Assessment of Lateral Buckling
density driven natural convection
Sensitivity of Subsea Pipelines
Student: H.A. Delil
Student: M. van Heel
Simultaneous Measurements of Capillary Pressure
Feasibility study of the use of the Ampelmann in
and Dielectric Constant in Porous Media from 50 Hz
Shell
to 3 MHz
Student: J.M.L. Koch
Student: L.M. Moreno Tirado
Fsru processes
Recovery Enhancement by Injection of Low Quality
Student: R.C.J. Lagers
Steam with Volatile Oil
Student: M.N. Guy
Structural analysis of impact on guides and bumpers
Student: P.J. Maas
Stress estimation and gas detection from seismic
reflection coefficients at a non-welded interface
Basic design of hydrate mining equipment
Student: J. van der Neut
Student: W.J. Overes
Produced Water Re-Injection – Experimental
The upgrade of “Noble to Van Langeveld” to 1500 m
Investigation of the Effect of Flow Rate on Filter
water depth capacity
Cake Build-up in Fractures
Student: A. Smit
Student: C.C. Obeta
Structural optimization of monopile foundations
Modeling sediment storage in a tidal dominated
for offshore windturbines handled by integrated
delta, the Fly River, Papua New Guinea
analysis
Student: N.R. Sheombarsing
Student: R. Swinkels
Engineering Geology
A probabilistic approach to jack-up leg penetration
The investigation on the formulation of a new design
in stratified soils
code for MV-piles
Student: T. van der Wal
Student: R.L. van Hof
Influence of spatial correlation length on predicted
Master’s Theses October 2006
settlements of a road embankment
Student: S. Kalamatas
Plaxis Soft Soil Creep: de toepassing van een
isotroop kruipmodel op de anisotrope ondergrond
Amsterdam ArenA Ontwerp en constructieve
Student: R. Servais
uitwerking veld ophangen aan dakconstructie.
Student: J.M.G. Huijbregts
Conceptual Design of a Tension Leg Platform
Non-linear FEM modelling of steel fibre reinforced
Optimized for the Heerema Group capabilities
concrete for the analysis of tunnel segments in the
Student: H.T. Brinkhuis
thrust jack phase
Student: R.A. Burgers
Development of the Yoke Quay Mooring Concept
(YQM)
Drijvende achterlandverbinding in zeer hoge sterkte
Weathervaning LNG Terminal in Shallow Water
beton
Student: E.W. Heerema
Student: E.D. Pinas
23-07-2007 15:28:01
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Zettingsgedrag van blokkenmuren bij een variabele
Bouworganisatievormen voor infrastructuur
grindlaag
projecten voor gemeente Den Haag
Student: P.J.H. Renders
Student: H.J. de Graaf
Comparison between the VBC/VBB and the Euro
Ontwikkeling Life Cycle Management Model voor
code Design of incremental launching Box Girder
Kademuurconstructies
Bridge using high strength of concrete
Student: G.H.S. Weisz
81
Student: K. Sinnadurai
Energie uit afvalwater
Onderzoek naar autogene vervorming van
Student: J.D. Spronk
cementpasta en beton.
Student: G.A. Leegwater
De samenwerking tussen uitvinder en ondernemer
bij technologische Start Ups met een patent
Sea Ice – Offshore Structure Interaction: Steady
Student: O.J. Meijer
State Downward Bending
Student: P. van der Male
Adaptieve Temperatuurgrenswaarden
Student: M. van Beek
Ground vibrations induced by a high-speed train
running over inhomogeneous subsoil
Student: K.N. van Dalen
Abstract
Student: T.M. Caus
Gedrag Staal-beton kokerliggerbrug met
geprofileerde lijven
Comparative analysis of design recommendations for
Student: A. El Hadji
quay walls
Student: E.Meijer
Ontwikkeling van een methode om het mechanische
gedrag van ASR gels te meten.
Summary
Student: P.C. Crucq
Student: E.A. van Blaaderen
Effects of nano-clay modification on rheology of
Wave characteristics derived from video
bitumen and performance of asphalt mixes
Student: C. Bos
Student: D.B. Ghile
Influence of foreshore steepness on wave velocity
Predicting time dependent reinforcement corrosion
and acceleration at the breakwater interface
due to chloride ingress
Student: N.J.Oortman
Student: I. Mele
Surfability of an ASR in irregular waves
Student: R.W.J. Over
Deuvelwerking van randbalken als onderdeel van
vloeren in prefabbouw
Morphodynamic modeling of a schematic barrier
Student: E.A. Pieterse
island
Student: B. de Sonneville
CO2 emissie modelering van de gebouwschil
Student: H. Staal
Het effect van erosie en grondeigenschappen op het
dynamische gedrag van offshore windturbines
Lightweight cold rolled steel construction systems
Betreffende stalen en betonnen mono paal
Student: C. van Zandwijk
funderingen
Student: J. Van Ginhoven
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Cost-Estimating of Heineken Breweries Worldwide
“Vasthouden, bergen, afvoeren” onder de loep;
A Probabilistic Framework
Onderzoek van de effectiviteit van maatregelen
Student: M. Groeneveld
tegen wateroverlast door neerslag, toegepast op
polder Eijerland
Uretek Deep Injection Method. Lifting of settled
Student: G.J. Zegwaard
foundations Analysis of full scale test results
Student: R. van Reenen
UV/H2O2 behandeling bij drinkwaterbereiding:
Onderzoek en ontwerp
Verticaal evenwicht van damwandconstructies
Student: D. de Ridder
Student: M. de Koning
Treatment Techniques for Combined Sewer
a,b,c- Isotachenmodel (van a,b,c tot zetting)
Overflows
Student: D. Sipkema
Student: S.M. Scherrenberg
Masterplan for the Port of Azzawiya, Libya
New process of drinking water production in 21st
Student: P.J.J. Groenewegen
century
Student: S. Li
“De In- en Uitbreiding van het Haven- en
Industriegebied Moerdijk”
Sediment Resuspension Effect on Water Quality in
Student: D.B. de Bondt
Drinking Water Distribution System
Student: Q. Wang
Samenvatting
Student: E. van der Maaten
Rijgedrag bij werkzaamheden Zicht op versmalde
Watermanagement
‘Measurability of hydrological processes by means of
stroken vanuit de helikopter
Student: R.J. ter Kuile
gravimetrical measurements’
Student: J.E.J. de Goffau
Systematische herinrichting van zwarte punten
in Vlaanderen Een beslisboom en een kosten-
Predicting Ulva growth in a saline Volkerak-
batenanalyse
Zoomlake
Student: M. van ‘t Hof
Student: R.P. Hulsbergen
Paramaribo op orde; Structuurvisie GrootMeteoLook – a physically based regional distribution
Paramaribo 2020
model for measured meteorological variables
Student: Y. Blufpand
Student: M.P. Voogt
Werken aan vitale wijken
Flood Control? An Evaluation of the Impacts of
Student: E. Martens
Flood Control and Drainage Projects in Bangladesh
Student: M.L. Drost
Nalevingsmetingen in het waterbeheer
Een casestudy naar de Wet beheer
Experimental study on the vitrification of bottom
rijkswaterstaatswerken
ash from municipal waste incinrators
Student: M. Hofstra
Student: M. Oorsprong
Risicoanalyse binnen het regionale waterbeheer
Prediction of ore mixture grinding behavior
Student: G.F. Verhoeven
Student: A. Scheltema Beduin
23-07-2007 15:28:01
0707
An Experimental study on the thermal behavior of
83
Engineering Geology
heavy metals and minor elements in fly ash from a
Massive Flank Collapse at La Palma Numerical slope
municipal solid waste incinerator
stability models of the Cumbre Vieja Volcano
Student: N.R. Wilson
Student: J.M.C. van Berlo
The accuracy of the interpretation of CPT-based soil
Analysis of Geochemical data from Wells and
classification methods for soft soils.
Outcrops, in the Permian Tanqua subbasin fan
Student: J. Mollé
complex, southwestern Karoo, South Africa
Student: R. van den Brink
Swelling and shrinkage characteristics of soils in
the northern Netherlands and Restrained clay ring
Turbidite Slope Channel deposits, a Reservoir
shrinkage
Simulation Study based on Field Data
Student: M. Zandbergen
Student: R. van den Ham
The use of modern analogues in shared earth
Motion compensated float-over installation with the
modeling (Case study of the Cook Formation,
use of the Ampelmann
Oseberg Field, offshore Norway)
Student: F.W.B. Gerner
Student R. Thomassen
Simulation of ship motions and probalistic design of
Analysis of Salt-Induced Stress Anomalies
Ampelmann platforms
Student: A. Vogelaar
Student: A.J. Göbel
Temperature Dependent Sorption of Carbon dioxide
Safety and Reliability of Partly Jacked Vessels
on coal
Student: P.A. van der Graaf
Student: R.M.S. van Lier
Calibration of SQM model tests
Effect of sorption induced swelling on coal cleat
Student: N.P. Haakman
permeability
Student: I.J.P. Moors
Cryogenic Floating Hoses for Liquefied Natural Gas
Transfer
Screening of Reservoir Characteristics for the
Student: T. Klieverik
Applicability of Smart Field Technology to Dynamic
Water Flood Optimisation
Numerical approach for predicting heave motion
Student: A. Altintas
coefficients for a Tophat Design
Student: A. de Leeuw
Fluid front detection from time-lapse pressure
propagation test
Ships going semi?
Student: R. Formoso-Rafferty Castilla
Student: D.A. Manschot
Feasibility Study of WAG Injection in Naturally
Environmental Load Calculations on Space Frame
Fractured Reservoirs
Support Structures for Offshore Wind Turbines
Student: J. Heeremans
Student: A.H. van der Pol
Trapping Sequence Determination in Deep-bed
Deep water riser concepts offshore Angola
Filtration using Colored Particles during Produced
Student: S. van der Puttem
Water Reinjection
Student: B. Turekhanov
23-07-2007 15:28:02
84
0707
LNG export and shipping in Arctic seas – a new way
A Very Large Floating Container Terminal
of LNG shipping in Arctic seas
Student: G.V.P. de Rooij
Student: Y. Shu
Laser welded steel bridge decks
Operability of a floating LNG Terminal -
Student: H. Stam
Development of a new approach and berthing
concept for an exposed location
Haalbaarheidsonderzoek vervanging verslechterde
Student: J. Wolff
houten brugdekken door middel van VVK
Brugdekken
Implementing a frequency domain approach for the
Student: D. Leliveld
fatigue analysis of offshore wind turbine support
structures
Design of an integral bridge by FE modelling
Student: W.E. de Vries
Student: J.E. Göttgens
Master’s Theses June 2006
Larch Round Wood and its applications
Student: R. Schuch
Adaptive Anticlastic Membrane Structures
Structural engineering
Possible use of C-Fix in Porous Asphalt
Prestressed by Edge Cables and Actuators
Student: P.C. Oltheten
Student: R.N. Khedoe
Spoorvernieuwing in de London Underground
Gekromde Hoogbouw
Student: A.M.P. van Rossum
Student: M. Wiersma
Damping of vibrations in slender tubes of arch
Optimizing future risk management at Fluor based
bridges
on historical project data
Student: R. Gerbranda
Background
Student: F.C.P. van Roij
Lifespan enlargement of deck plates of movable
steel bridges
Verhoging van de haalbaarheid van
Student: M.C. Schrieks
weginfrastructurele projecten door toepassing van
een publiek privaat samenwerkingsmodel
Technische haalbaarheidsstudie van een ultra-hoge-
Student: R.M. Schunck
sterkte betonnen boogbrug
Student: J. den Hollander
Shaping the Virtual Wind Tunnel
Student: D.P.Snijders
Connections Pile with Upper Structure for Concrete
Jetty
Construction of Prefab Concrete Shells
Numerical analysis and design proposal
Student: M. van Roosbroeck
Student: W. Xia
Kinetic Space Frames
Flexvloer – Onderzoek naar de constructieve
Student: P.A. van de Rotten
aspecten van een nieuw vloersysteem
Student: H.G. Burggraaf
Smoothed Particle Hydrodynamics
On Isogeometric Analysis for Crack Modelling
Student: L. de Wit
Student: W.M. Swolfs
23-07-2007 15:28:02
0707
Feasibility of IGW technology in offloading hoses
Verbetering Zeetoegang IJmuiden: Systeem met
Student: S. Nooij
keersluis, open tijdens laagwater
85
Student: N. van der Zwan
“3D numerical simulation of a harbour flow, applied
to Waalhaven, Port of Rotterdam”.
Stormvloedkering in de Westerschelde
Student: H.H.Schonewille
Student: J.M. van der Meer
Estimating Freak Wave Occurrence Probability in the
Door grond horizontaal belaste palen
Agulhas Current
Student: Is. Cherqaoui
Student: A.J. Lansen
Capacity study for the port of Buenos Aires,
Influence of a secondary channel on bed
Argentina
morphology and sediment distribution at a river
Student: R. Smits
bifurcation
Student: J.J. de Nooijer
Dynamic Response of a Transatlantic Tunnel to a
Hypersonic Train
Smart Nourishment of the Frisian Inlet
Student: W. Verdouw
Student: T.M. Kluyver
Watermanagement
Sand Balance “Loswal Noord” - The Net Contribution
Studie naar de bandbreedte van een Q(h)-relatie bij
of “Loswal Noord” to the Sand Budget of the Dutch
de koppeling tussen SOBEK en SIMGRO
Coastal Foundation
Student: J. Hornschuh
Student: M. Slee
The influence of compartmentalisation on flooding
Geomatrically open filters in breakwaters
in Central Holland
Student: E.F. Uelman
Student: E.P. de Bruine
Vetiver grass as bank protection against vessel-
Suitability of natural tracers for determination of
induced loads
runoff generation
Student: D.J. Jaspers Focks
A study in the Maisbich catchment (Luxembourg)
Student: M. Jasperse
Design of granular near-bed structures in waves and
currents
Land Subsidence and Water Management in Shanghai
Student: J. van den Bos
A study into the reason, prevention methods and
future development of land subsidence in Shanghai.
Run-up Reduction through Vetiver grass
Student: Q. Wei
Student: A. Algera
Hergebruik van Afvalwater: Duurzame bron of
Equilibrium and stability of a double inlet system
onnodig risico?
Student: R. Brouwer
Student: L. Meijer
Siltation of Incheon Terminal basin and the
Substandard Supply Minutes in relation to risk
Approach Channel
management for water supply
Student: J.J.M. van der Lans
Student: S.C.Alberga
Uncertainty in the application of Bay Shape
Development of Indirect Potable Reuse in impacted
Equations
areas of the United States
Student: R. Lausman
Student: H.P. Jansen
23-07-2007 15:28:02
86
0707
Transport & planning
Netwerkconcepten in Ruimtelijke Planning
Student: M.C. van Breukelen
Machine Learning en het voorspellen van de
individuele schadekans
Student: C.P.J. van Hinsbergen
Openbaar Vervoer Paramaribo:
Een netwerk en lijnennet ontwerp
Student: S. Ferrier
Verkeerscirculatieplan voor Hoek van Holland op
drukke stranddagen.
Student: A. Meurs
Verkenning naar de toepasbaarheid van
microsimulatie bij beslissingsondersteuning
Student: J.R. de Vos
This publication there were no Applied Earth
Sciences theses available
Concrete LNG FPSO
Student: K. Loijen
Availability of a weathervaning LNG import import
terminal
Student: A. van der Pijl
Extension of pipelay capacity on Allseas’ Solitaire by
S-lift implementation
Student: M.Dikkers
23-07-2007 15:28:02
0707
87
Research groups and
professors within
the faculty of Civil
Engineering and
Geosciences
23-07-2007 15:28:02
88
Specialisation
0707
Name
Telephone 015-27. . . . .
Design and Construction
Construction Mechanics Research Group
Construction mechanics
vacancy
Dynamics
Prof. A.C.W.M. Vrouwenvelder
Numerical mechanics
vacancy
84782
Materials Science and Sustainable Construction Research Group
Acting chairman
Prof. K. van Breugel
Fund. and Applied Materials Science
vacancy
84954
Road and Rail Construction Research Group
Road Construction
Prof. A.A.A. Molenaar
84812
Rail Construction
Prof. C. Esveld
87122
General Construction Design
Prof. L.A.G. Wagemans
84752
Concrete structures
Prof. J.C. Walraven
85452
Concrete modelling & materials
Prof. K. van Breugel
84954
Building physics and installations
Prof. J.J.M. Cauberg
83387
Building and Civil Engineering Structures Research Group
Timber structures
vacancy
Steel structures
Prof. J. Wardenier
Steel structures
Prof. F.S.K. Bijlaard
84581
Steel construction of buildings
Prof. J.W.B. Stark
82303
Building Technology
vacancy
Utility buildings
Prof. J.N.J.A. Vamberský
85488
Methodical Design
Prof. H.A.J. de Ridder
84921
Building Informatics
vacancy
82315
Product Design Research Group
Hydraulic Engineering
Fluid Mechanics Research Group
Fluid Mechanics
Prof. G.S. Stelling
Environmental hydro informatics
Prof. A.E. Mynett
General Fluid Mechanics
Prof. J.A. Battjes
85426
85060
Hydraulic and Offshore Engineering Research Group
Probabilistic design and Hydraulic Structures
Prof. J.K. Vrijling
85278
Coastal Engineering
Prof. M.J.F. Stive
84285
Ports and Inland Waterways
Prof. H. Ligteringen
84285
River morphology & River Engineering
Prof. H.J. de Vriend
81541
Prof. J. Meek
84777
23-07-2007 15:28:02
0707
Specialisation
89
Name
Telephone 015-27. . . . .
Water Management
Sanitary Engineering Research Group
Sewerage
Prof. F.H.L.R. Clemens
85227
Waste Water treatment
Prof. J.H.J.M. van der Graaf
81615
Drinking Water
Prof. J.C. van Dijk
85227
Water Resources Research Group
Hydrology
Prof. H.H.G. Savenije
81433
Water Resources
Prof. N.C. van de Giesen
87180
Geohydrology
Prof. Th. N. Olsthoorn
87346
Transport Planning
Prof. P.H.L. Bovy
84611
Traffic and Transport Management
Prof. H.J. van Zuylen
82761
Traffic and Transport Facilities
Prof. I.A. Hansen
85279
Infrastructure Planning
Prof. F.M. Sanders
81780
General Geology
Prof. S.B. Kroonenberg
86025
Production Geology
Prof. S.M. Luthi
86019
Oil- and Gas production systems
Prof. P.K. Currie
86033
Reservoir Engineering
vacancy
Applied Earth Sciences
Applied Geology Research Group
Resource Engineering Research Group
Petroleum Engineering Research Group
Applied Geophysics and Petrophysics
Geophysical Imaging Methods
Prof. W.A. Mulder
Integrated Time-Lapse Methods
Prof. R.J. Arts
83666
85190
Technical Geophysics
Prof. C.P.A. Wapenaar
82848
Soil mechanics
Prof. F. Molenkamp
85280
Groundwater mechanics
Prof. F.B.J. Barends
85423
Foundation Engineering
Prof. A.F. van Tol
85478
Underground Space Technology
Prof. J.W. Bosch
82844
Geo environmental engineering
vacancy
Geo Engineering Research Group
23-07-2007 15:28:03
90
0707
Ontwerp en Lay-out:
MultiMedia Services TU Delft
Druk:
Sieca Repro bv, Delft
© 2007
23-07-2007 15:28:03

Collection July 2007

Transcription

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