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Master’s ThesesMarch 2007

Civil Engineering

Stevinweg 1

PO Box 5048

2600 GA Delft

The Netherlands

Telephone: +31-(0)15-2788234

Telefax: +31-(0)15-2784889

2

Table of Contents

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Master’s Theses 1

March 2007 1

Table of Contents 3

Preface 9

What is the graduation book exactly? 10

Civil Engineering ThesesStructural Engineering 13

Structural design of reinforced concrete pile caps 14

Student: A.V.vandeGraaf

Geboorde tunnels in ultra hoge sterkte beton 15

Student:T.W.Groeneweg

Application of high strength steel in Steel pin connections and Double shear timber joints 16

Student:R.D.Hieralal

De drijvende fundering 17

Student:MaartenKuijper

Externally bonded carbon fibre reinforced polymers 18

Student:R.H.Ringers

Vloeistofreservoirs: Maximale afmetingen ten aanzien van vloeistofdichtheid 19

Student:L.Stapper

Civil Engineering ThesesBuilding Engineering 21

Een Living Bridge voor Amsterdam 22

Student: L.Dietz

Waarde van het ontwerp in relatie tot de waarde van het proces 23

Student: T.J.Duvivier

Ondergrondse kleine infrastructuur 24

Student:M.P.Franken

Research of the functional and technical feasibility of a floating football stadium 25

Student: N.T.N.Groenendijk

Optimization of Dome Housing in Sri Lanka 26

Student:C.Hammer

Design tools for the Virtual Wind Tunnel 27

Student: R.A.G.Kerklaan

Functioneel Specificeren bij projecten van Rijkswaterstaat 28

Student: A.W.Lever

Variantenonderzoek Onderbouw Parkhaventoren 29

Student: O.Los

Progressive Collapse Assessment 30

Student: M.Smith

0307I Inhoudsopgave�

Optimisation of structural transfer zones in multi-use buildings 31

Student: R.vandeStraat

Parametric Associative Design for Free Form Architecture 32

Student: P.Vermeij

Civil Engineering ThesesHydraulic & Geo Engineering 33

Gabion Stability 34

Student: R.H.P.A.Beekx

Veldproeven op steenzettingen 35

Student:J.A.H.Blom

“Sandwich wall as the quay wall for the future” 36

Student: P.Bonte

“Dynamic behaviour of jetty structures under seismic conditions“ 37

Studente:H.deBrabander

Effects of softwood vegetation within groyne fields 38

Student: M.T.B.vandenBroek

Floating Breakwater 39

Student: M.W.Fousert

Feasibility Study on Tidal Power Barrages 40

Including plant design and site selection 40

Student:J.J.vanHarn

The sandhunger of the Oosterschelde 41

Student:M.L.E.B.vanderHoeven

The influence of flow acceleration on the stability of stones 42

Student:M.Huijsmans

Scour around an offshore wind turbine 43

Student:W.F.Louwersheimer

Dealing with uncertainties in the design of bottom protection near quay walls 44

Student: A.A.Roubos

“Computational modelling on the final closure gaps in the Saemangeum dam, South Korea” 45

Student:M.vanderSande

Hydraulic fracture grouting 46

Laboratory experiments in sand 46

Student:M.P.M.Sanders

The influence of flow acceleration on the stability of stones 47

Student:T.Schweckendieck

An analysis of friction by microtunneling (N.Verburg; 1041363) 48

Student:N.Verburg

0307

Civil Engineering ThesesWatermanagement 49

Probabilistic modeling of sewer deterioration 50

Student:J.Dirksen

Risk Assessment for Floods Due to Precipitation Exceeding Drainage Capacity 51

Student: U.Karamahmut

The impact of the deep water extraction at the position of the fresh-salt interface 52

Student: N.L.Kramer

Integrated water quantity and water quality control of lowland water systems 53

Student: B.vanRossum

A distributed stream temperature model using high resolution temperature observations 54

Student: M.Westhoff

Civil Engineering ThesesTransport & Planning 55

Dynamisch Railverkeersmanagement op knelpunten 56

Student: M.vanDijk

De oorzaken van de verslechterde doorstroming bij 80 km zones 57

Student: H.J.Harms

Systematische herinrichting van zwarte punten in Vlaanderen 58

Student: M.van‘tHof

Modeling interaction between pedestrians and revolving doors 59

Student: R.Landman

Applied Earth Sciences ThesesResource Engineering 61

The recyclability of ultra light car designs 62

Student:M.Gadziala

Applied Earth Sciences ThesesPetroleum Engineering and Geosciences 63

Using Real Data to test Reservoir Model Updating with the Ensemble Kalman Filter 64

Student: H.J.deBoer

Sediment Mass Balance Study of the late-Holocene Prodelta on the Northern Adriatic Shelf 65

Student: W.Bron

An Integrated Study into the Reservoir Characteristics of Miocene Mangrove Deposits of Mallorca 66

Student: H.Coppes

Enhanced mass transfer of CO2 gas into water by density driven natural convection 67

Student: H.A.Delil

Simultaneous Measurements of Capillary Pressure and Dielectric Constant in Porous Media from 50 Hz to 3 MHz 68

Student: L.M.MorenoTirado

Recovery Enhancement by Injection of Low Quality Steam with Volatile Oil 69

Student: M.N.Guy

Inhoudsopgave �

� 0307

Stress estimation and gas detection from seismic reflection coefficients at a non-welded interface 70

Student:J.vanderNeut

Produced Water Re-Injection 71

Student: C.C.Obeta

Modeling sediment storage in a tidal dominated delta, the Fly River, Papua New Guinea 72

Student: NawienR.Sheombarsing

Applied Earth Sciences ThesesEngineering Geology 73

The investigation on the formulation of a new design code for MV-piles 74

Student: R.L.vanHof

Influence of spatial correlation length on predicted settlements of a road embankment 75

Student: S.Kalamatas

Plaxis Soft Soil Creep: de toepassing van een isotroop kruipmodel op de anisotrope ondergrond 76

Student: R.Servais

Offshore Engineering ThesesConceptual Design of a Tension Leg Platform Optimized for the Heerema Group capabilities 78

Student:H.T.Brinkhuis

Development of the Yoke Quay Mooring Concept (YQM) 79

Student:E.W.Heerema

A Practical Assessment of Lateral Buckling Sensitivity of Subsea Pipelines 80

Student:M.vanHeel

Feasibility study of the use of the Ampelmann in Shell 81

Student:J.M.L.Koch

Fsru processes 82

Student:R.C.J.Lagers

Structural analysis of impact on guides and bumpers 83

Student:P.J.Maas

Basic design of hydrate mining equipment 84

Student;W.J.Overes

The upgrade of “Noble to Van Langeveld” to 1500 m water depth capacity 85

Student:A.Smit

Structural optimization of monopile foundations for offshore windturbines handled by integrated analysis 86

Student:RoelSwinkels

A probabilistic approach to jack-up leg penetration in stratified soils 87

Student:T.vanderWal

Last year’s Theses 89

Research groups and professors within the faculty of Civil Engineering and Geosciences 99

70307

0307�

0307

Preface

Once again a group of students from the Faculty of

Civil Engineering and Applied Earth Sciences has

successfully completed their study; once again the

faculty has every reason to be proud of the high

calibre of its engineers. You will share this opinion

when you read the summaries of the proficiency

tests which our students have passed to acquire the

title of Master of Science (Engineer).

The summaries clearly reflect the extensiveness and

societal relevance of our education programmes.

Civil Engineering with specialisations in, amongst

others, Transport & Planning, Water Management,

Hydraulic Engineering, Building and Structural

Engineering; and Applied Earth Sciences, with

its own specialisations, give our engineers the

knowledge and skills that will enable them to rise

to the challenge posed by the future problems of

society. They will be the people here and abroad

who will ensure that there is clean drinking water,

meet the energy demands, develop new modes of

transport and build with sustainable resources.

The faculty itself will continue to engage in scientific

research on the same societal issues and look for

new ways of solving the problems of the future.

�

Society has nothing to gain if our ideas remain

ensconced within the walls of the university. We can

only contribute substantially when the professionals

take our ideas on board, apply them effectively,

and create safety and sustainability. Our graduates

play a leading role in this process. Their practical

experience and knowledge of the real world will

make them our clients and ambassadors in the

future.

I wish our new Masters of Science an interesting

and challenging future.

L.deQuelerij

Dean

030710

What is the graduation book exactly?

“Master’s Theses February 2007” contains

summaries of the theses produced by various

students who obtained a Master of Science degree

at the Delft University of Technology. The students

in question graduated in “Civil Engineering”,

“Applied Earth Sciences”, “Transport, Infrastructure

and Logistics” or “Offshore Engineering”.

The purpose of this publication is to inform

professionals working in these fields about recent

developments in teaching and research at the

Faculty of Civil Engineering and Geosciences. In

many cases, the subject of the Master’s thesis is

based on a request from professionals working

in the field in question. In other cases, such

individuals will collaborate in the realisation of a

Master’s thesis. Alternatively, the thesis may be part

of a wider research project within the department

itself. The primary goal of the Master’s thesis is

to round-off a student’s course of study at the

TU, and to enable them to graduate as a Master

of Science. As the regulations stand, this requires

an investment of 22 to 26 weeks of study. The

summary of every completed thesis is published in

“Master’s Theses February 2007”, whether they are

merely average or truly outstanding.

The book’s layout

The summaries of the various theses are published

per Master’s programme and specialisation:

• The Civil Engineering Master’s programme has five

specialisations:

• Structural Engineering

• Building Engineering

• Hydraulic and Geo Engineering

• Water Management

• Transport & Planning

The Applied Earth Sciences Master’s programme has

three specialisations:

• Resource Engineering

• Petroleum Engineering and Geosciences

• Engineering Geology

The Offshore Engineering Master’s programme

The Transport, Infrastructure and Logistics Master’s

programme

All of the summaries have a similar layout. Call the

department in question if you require further details

about a specific thesis (the phone number is given

at the end of each summary).

The section containing the new summaries is

followed by a comprehensive list of those produced

last year. The layout of these summaries reflects

that of the previous publications.

A Master’s programme spans several different

departments, each of which corresponds to a

specialisation within the programme in question.

At the end of this book is a comprehensive list of

specialisations, which includes the names of their

respective professors.

The aim of the book

The main purpose of publishing these Master’s

theses is to ensure that the outside world is better

informed about the research that is carried out at

the Faculty of Civil Engineering and Geosciences.

It is also hoped that this book will enhance

communication with professionals working in this

field, and help them to become better informed

about the capacities of current graduates.

0307

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

11

030712

0307 1�

Structural Engineering

Civil Engineering Theses

Structural Engineering1� 0307

Many foundations in the Netherlands, mainly those

in coastal areas, are on piles. These piles are

often over 15 m long at distances of 1 to 4 m. If

possible, these piles are driven into the soil at the

positions of walls and columns of a building. The

presence of piles of a previous building may restrict

the positions of new piles to be designed freely.

Removing the old piles is not a solution because

this leaves holes in deep clay layers through which

saline groundwater may penetrate into the upper

soil. Moreover, the old piles cannot be reused

because their quality cannot be guaranteed. As a

consequence, pile caps often have to cover piles

that are positioned in an irregular pattern.

The objective of this graduation project was to

develop a design model for calculating the pile

loading and reinforcement stresses for pile caps

on irregularly positioned foundation piles. This

model has been based on the strut-and-tie method,

however, the ties have been replaced by another

model consisting of stringer elements and shear

panel elements (see the figure above). This model

predicts vertical pile reactions, reinforcement

stresses and shear stresses in concrete. For

practical application, it has been implemented in

a computer program called Pile Cap Applet (PCA),

which can be found at: http://www.mechanics.citg.

tudelft.nl/pca. This applet was designed to be user-

friendly, to require only a moderate amount of data

and to execute fast.

PCA has been validated in two ways. Firstly, it

has been shown that the design model meets all

equilibrium requirements. This has been tested for

two pile caps. Both cases revealed that the design

model complies with horizontal and vertical force

equilibrium and moment equilibrium. From the

theory of plasticity it then follows that this model

gives a safe approximation of the ultimate load.

Secondly, the ultimate load predicted by PCA has

been compared to the ultimate load predicted by a

non-linear finite element analysis. This comparison

yielded several interesting conclusions whereof the

most important ones are included in this summary.

The ultimate load predicted by PCA is very

conservative. Clearly, the real structure can carry

the load in more ways than an equilibrium system

(PCA) assumes. Furthermore, for the considered

pile cap the design model predicted another failure

mechanism than the finite element analysis. PCA

predicted that the considered pile cap ‘collapsed’

because of reaching the yield strength in one of

the reinforcing bars. In the finite element analysis,

the pile cap collapsed because of a shear failure.

This failure mechanism cannot be predicted by

PCA. For the considered pile cap the vertical pile

reactions predicted by PCA are approximately equal

to those predicted by the non-linear finite element

analysis. However, the reinforcement stresses

at serviceability load according to PCA are much

higher than those determined by the finite element

analysis. This implies that the stresses calculated by

PCA are not useful for checking the maximum crack

width.

But the most important conclusion is that a rational

and safe design model has been developed and

implemented for pile caps on irregularly positioned

foundation piles.

Structural design of reinforced concrete pile capsThe strut-and-tie method extended with the stringer-panel method

Student: A.V. van de Graaf

Committee: Prof.dr.ir. J.G. Rots, Dr.ir. P.C.J. Hoogenboom, Ir. W.J.M. Peperkamp,

Ir. J.W. Welleman, Ir. L.J.M. Houben

For more information about this thesis project, please contact the department, tel (+31)15-2784578

Structural Engineering 1�0307

Uit de bouwpraktijk van geboorde tunnels in slappe

grond is gebleken dat een vaste verhouding tussen

de tunnels diameter en vereiste liningdikte (wand-

dikte) bestaat. De dikte is hierdoor gelijk aan 1/20-

ste deel van de diameter. Bij zeer grote diameters

worden de tunnelsegmenten zodoende zeer zwaar.

Dit levert problemen op in de logistiek (het produc-

tieproces, vervoer naar de bouwplaats en de plaat-

sing van segmenten in de tunnel), die de totale

kosten sterk opdrijven.

De wens blijft echter bestaan om boortunnels met

zeer grote diameters te maken. Hierdoor zal het

mogelijk worden ook snelwegen, zoals de toekom-

stige snelweg A13/16 in het noorden van Rotterdam,

in zo’n type tunnel aan te leggen. In deze studie is

onderzocht of de nieuwe staalvezel versterkte beton-

soorten, zeer hogesterkte beton C100/115 en ultra

hogesterkte beton C180/210, kunnen bijdragen aan

een reductie van de liningdikte voor boortunnels met

een zeer grote diameter.

Verschillende mechanismen kunnen bij een boortun-

nel tot schade en daardoor mogelijk tot bezwijken,

leiden. In deze studie zijn voor een mogelijke boor-

tunnel voor de snelweg A13/16, met een binnendi-

ameter van 14,9 m, de volgende vier mechanismen

uitvoerig onderzocht:

1. Algemene ringwerking van de tunnel ingebed in

grond (gebruiksfase)

2. Ringwerking na injectie van grout rond de tunnel

(bouwfase)

3. Introductie van vijzelkrachten vanuit de tunnel-

boormachine in de segmenten (bouwfase)

4. Torsie in de tunnelsegmenten door vervormingen

ten gevolge van de groutinjectie, ook bekend als

het trompeteffect (bouwfase)

De genoemde mechanismen resulteerden elk in een

grenswaarde aan de vereiste liningdikte. Het bleek

dat de gebruiksfase nooit maatgevend wordt. De

sterkte-eisen door de ringwerking bij de groutin-

jectie en de introductie van vijzelkrachten dicteren

de vereiste liningdikte. Deze zorgen ook voor de

liningdikte uit de standaard vuistregel van 1/20 D

voor conventioneel beton. De bouwfase mag in het

ontwerp van een boortunnel daarom nooit buiten

beschouwing worden gelaten.

Zeer grote liningdikten zijn vereist om scheurvorming

door torsie in het trompeteffect te voorkomen. Deze

dikten liggen voor conventioneel beton boven de

standaarddikte van 1/20 D. Hierdoor zijn scheuren

tijdens de bouw te verwachten, wat in de praktijk ook

inderdaad is waargenomen.

Door toevoeging van conventionele wapening aan

een tunnellining van ultra hoge sterkte beton is

het mogelijk gebleken zeer dunne liningdikten toe

te passen. Het benodigde wapeningspercentage is

sterk afhankelijk van de diepteligging van de tunnel.

Hierdoor kan de liningdikte worden gereduceerd tot

slechts 260 mm (1/58 D). Voor een vermindering van

de maatgevendheid van de groutinjectie kan een

tijdelijke massa (bijvoorbeeld met zand) in de tunnel

worden aangebracht. Eventueel kan deze massa na

de bouwfase probleemloos worden verwijderd. Door

zulke tijdelijke maatregelen tijdens de bouwfase

kunnen zelfs liningdikten onder de 1/60 D worden

gerealiseerd, of kan een lager wapeningspercentage

worden toegepast.

Geboorde tunnels in ultra hoge sterkte betonReductie van de tunnels liningdikte

Student: T.W. Groeneweg

Committee: prof.dr.ir. J.C. Walraven, dr.ir. C.B.M. Blom (Ingenieursbureau GW Rotterdam),

dr.ir.drs. C.R. Braam, dr.ir. O.M. Heeres (Ingenieursbureau GW Rotterdam/TU Delft) en

ir. L.J.M. Houben

For more information about this project, please contact the department, tel (+31)15-2784578


The use of high strength steel has increased in the

last few years. Although the prices of steel increase

with increasing yield strength, the use of high

strength steel may give economical gains in terms of

less material use or new applications.

The field of application of these design rules

however is limited to the conventional mild steel

grades.

This is an obstacle for the application of high

strength steel in civil engineering applications.

Connections can be the weakest link in civil

constructions, so it is desirable to design the

connection and its components as reliable as

possible.

The main goal is to determine whether the design

rules for calculating the load-carrying capacity of

both double shear timber joints (EC 5) and the steel

pin connections (EC 3) can also be used when high

strength steel dowels and/or plates are used as part

of the joints.

Steel dowels and pins have been used with

strengths of up to 1200 N/mm2.

Steel members were fabricated from steel with

yield strength of up to 600 N/mm2, whereas for the

timber joints high density hardwood (1100 kg/m3)

Azobé was used.

From the test results can be concluded that in case

of the Azobé specimens the design rules are very

conservative (38% higher test results) and in the

case of the softwood specimens (Spruce) the design

rules predicted the test results accurate enough.

For the load-distribution model for the steel pin

connections it can be concluded that this model

describes the real load-distribution in the pin

connection accurate enough.

Application of high strength steel in Steel pin connections and Double shear timber joints

Student: R.D. Hieralal

Committee: Prof.ir. F.S.K. Bijlaard, Dr.ir. J-W.G. van de Kuilen, Ir. P.A. de Vries,

Dr.ir. P.C.J. Hoogenboom, Ing. P. Zanen (Groot Lemmer BV), Ir. L.J.M. Houben


Structural Engineering 170307

De drijvende funderingEen stabiele basis voor waterwonen in de 21ste eeuw

De commissie waterbeheer 21ste eeuw stelt

dat het voor een duurzaam waterbeleid nodig is

om meer ruimte voor water te reserveren. Deze

ruimteclaim kan in de toekomst niet zondermeer

worden ingevuld zonder dat ruimtelijke problemen

ontstaan. Een van de oplossingen hiervoor is het

meervoudig gebruiken van de ruimte. Drijvend

bouwen is hierbinnen een van de manieren om

invulling te geven aan meervoudig ruimtegebruik

waarbij wonen, werken en waterbergen met elkaar

gecombineerd worden. In dit afstudeerproject

is voor deze manier van bouwen een breed

toepasbare, modulaire, drijvende fundering

ontworpen.

Voordat begonnen is met het daadwerkelijk

ontwerpen zijn enkele belangrijke mechanische

aspecten beschouwd. Een parameterstudie naar

de stabiliteit van drijflichamen, met een drielaagse

opbouw en met gangbare waarden voor de positie

van het zwaartepunt, wijst uit dat bij een breedte

tot circa 6 meter het zwaartepunt de bepalende

factor wat betreft de stabiliteit is. Bij een breedte

vanaf circa 9 meter heeft de positie van het

zwaartepunt nog nauwelijks invloed op de stabiliteit.

Daarnaast is het belangrijk dat opslingering ten

gevolge van excitatie in de eigenfrequenties van

het drijflichaam voorkomen wordt. Het blijkt bij

een drijflichaam met een geheel waterdoorsnijdend

oppervlak en variabele afmetingen niet goed

mogelijk om eigenfrequenties in het gebied van

de golffrequenties te voorkomen. Dit gegeven en

de onderkenning dat dynamische aspecten, in het

rustige water waar de drijvende fundering voor

ontworpen wordt, van ondergeschikt belang zijn

heeft geleid tot de beslissing dat geen rekening

wordt gehouden met dynamische aspecten. Indien

nodig kan om de drijvende wijk een drijvende

golfbreker worden geplaatst.

Het ontwerpproces, waarbij verschillende

varianten zijn opgesteld die vervolgens op basis

van een multi-criteria analyse met elkaar zijn

vergeleken, heeft geleid tot een drijflichaam van

EPS en hoogwaardig beton (HPC). Het modulaire

basiselement is, met afmetingen van 3 bij 12 meter,

vergunningsvrij te transporteren over de weg. Een

basiselement wordt gevormd door HPC tussen

tegen elkaar geplaatste malgevormde EPS-blokken

te storten. Vezels in het HPC maken conventionele

wapening overbodig. De basiselementen kunnen

worden voorzien van een dek uitgevoerd als

cassettevloer. De basiselementen worden onderling

gekoppeld door voorspanning.

Met behulp van een niet lineair eindige-

elementenprogramma is het ontwerp

verder uitgewerkt: de constructievevorm is

geoptimaliseerd, het HPC-gedrag is gemodelleerd

en de constructie is voor een specifieke situatie

gedimensioneerd.

Uit het afstudeeronderzoek kan geconcludeerd

worden dat de combinatie van EPS met HPC een

lichte en sterke drijvende constructie oplevert en

dat op eenvoudige wijze met weinig arbeid complexe

constructies gerealiseerd kunnen worden.

Student: M. Kuijper

Committee: Prof.dr.ir. J.C. Walraven, ir. J.A. den Uijl, ir. D. Tirimanna, ir. T. Rijcken



Externally bonded carbon fibre reinforced polymersDebonding caused at shear cracks

Recent developments in ecological engineering have

put an emphasis on re-using structures. A relative

new technique is the use of Carbon Fibre Reinforced

Polymers (CFRP). With this technique FRP laminates

(strips or plates) are attached to the structure,

which strengthen the structure in flexure.

Current design recommendations generally

set acceptable levels of safety. The design

recommendations take in to account the loss

of composite action, only differ in the way they

categorise different failure mechanisms.

A mechanism of failure causes that the ultimate

strength of full composite action will not be reached,

because debonding occurs. Of great importance

was found the way the bond between concrete and

adhesive was modelled. Several relations have been

introduced to describe the bond-slip in this layer.

Three shear-models have been tested, brittle, plastic

and an energy-fracture based model.

The discrete shear crack opens

The moment the discrete crack opens a compressive

stress occurs to the left and a tensile stress at

the right side. This is caused by a small vertical

displacement. By adding additional loading, both

stresses increase, but horizontal tensile stresses

cause compression in the perpendicular direction.

Close to the discrete shear crack the compression

reduces the tensile stresses in the layer (closes the

gap) and prevents debonding.

Debonding initiation

Once the shear stress has reached its maximum, the

compressive stresses do not increase anymore, and

the interface layer to the right of the shear crack

is loaded in tension (the vertical displacements

still increase). The moment that this normal stress

reaches the maximum tensile strength of concrete,

the layer fails. This is the start of the debonding.

The strip still hasn’t failed, but a small part of the

strip has lost its connection to the concrete beam.

This small part extends in the next phase, resulting

in complete loss of composite action.

It is concluded that this model gives insight in the

behaviour of the interface layer surrounding the

shear cracks in concrete. Still research is needed to

come to a formula with which the failure load can be

predicted.

Student: R.H.Ringers

Committee: Prof.dr.ir. J.C. Walraven, ir. A. de Boer (RWS), Dr. G.N. Wells, ir. W.J.M. Peperkamp,

ir. E. Klamer (TU/e), ir. L.J.M. Houben


Structural Engineering 1�0307

Vloeistofreservoirs: Maximale afmetingen ten aanzien van vloeistofdichtheid

Bij het gebruik van gewapende of voorgespannen

vloeistofreservoirs kunnen problemen op het gebied

van vloeistofdichtheid ontstaan. Deze problemen

ontstaan met name door verhinderde opgelegde

vervormingen als gevolg van de temperatuur,

maar ook door krimp. Hierbij treedt scheurvorming

op wanneer er sprake is van een daling van de

gemiddelde temperatuur ten opzichte van de

referentietemperatuur. Er wordt gekeken naar

cilindrische en rechthoekige vloeistofreservoirs.

Om te bepalen of een vloeistofreservoir

daadwerkelijk vloeistofdicht zal zijn, is het

onderzoek op de hieronder beschreven wijze

opgezet. Ten eerste is geprobeerd om de

krachten als gevolg van de vloeistofbelasting op

een analytische wijze te berekenen. Dit is bij de

cilindrische reservoirs gedaan met behulp van

differentiaalvergelijkingen. Bij de rechthoekige

reservoirs is dit geprobeerd met behulp van het

boek “Plates and Shells” van Timoshenko. Dit werd

echter te complex en er is uiteindelijk voor gekozen

om deze reservoirs in een rekenprogramma uit te

rekenen. Voor de berekening van de spanningen

ten gevolge van de verhinderde opgelegde

vervormingen is van dezelfde rekenmethoden

uitgegaan. Hiervoor zijn bij de cilindrische reservoirs

aparte differentiaalvergelijkingen opgesteld voor de

verandering van de gemiddelde temperatuur en de

krimp. Voor de rechthoekige reservoirs worden de

krachten als gevolg van de verhinderde opgelegde

vervormingen weer met het eerder gebruikte

rekenprogramma berekend. Vervolgens wordt voor

de verticale scheurvorming het scheurenpatroon

bepaald aan de hand van een normaalkracht-

vervorming diagram. Voor de horizontale scheur-

vorming zal het scheurenpatroon bepaald worden

met behulp van een moment-kromming diagram. Nu

kan de optredende scheurwijdte berekend worden.

Deze dient bij doorgaande scheuren getoetst

te worden aan de hand van het criterium van

Lohmeijer. Wanneer er sprake is van buigscheuren

dient de drukzone minimaal 50 mm hoog te zijn.

Hierbij is enigszins rekening gehouden met de

invloed van de vloer op de scheurvorming in de

onderzijde van de wand. Maar naar de werkelijke

invloed dient nog extra onderzoek gedaan te

worden.

Uit het onderzoek blijkt dat de verhinderde

opgelegde vervormingen grote invloed hebben op

de vloeistofdichtheid van de reservoirs. Er zullen

echter alleen problemen optreden wanneer de wand

afkoelt ten opzichte van de referentietemperatuur.

Hierbij moet er gekeken worden naar het verschil

in afkoeling tussen de wand en de vloer. Er zullen

problemen optreden wanneer het verschil in

afkoeling tussen de vloer en de wand groter is

dan -7,5 0C. Door de opgelegde vervormingen

zullen er verticale doorgaande scheuren ontstaan

en zal er getoetst moeten worden aan de hand

van het criterium van Lohmeijer. De resultaten

van het onderzoek geven aan dat wanneer er

doorgaande scheurvorming optreedt als gevolg van

verhinderde opgelegde vervormingen reservoirs veel

kleiner uitgevoerd kunnen worden, dan wanneer

er geen scheurvorming optreedt als gevolg van

de verhinderde vervormingen. Met behulp van

voorspanning kunnen ook weer hogere reservoirs

gerealiseerd worden.

Student: L. Stapper

Committee: Prof.dr.ir. J.C. Walraven, Dr.ir. C. van der Veen, Dr.ir. P.C.J. Hoogenboom


Hydraulic & Geotechnical EngineeringBuilding Engineering20 030720 0307

Hydraulic & Geotechnical EngineeringBuilding Engineering 210307 210307

Building Engineering


Hydraulic & Geotechnical EngineeringBuilding Engineering22 030722 0307

Een Living Bridge voor AmsterdamOntwerpstudie naar een vaste oeververbinding over het IJ

Amsterdam probeert al jaren om zowel Noord als

de oevers van het IJ te betrekken bij het stadsle-

ven, maar Noord wordt pas echt een onderdeel van

de stad wanneer er een visuele verbinding wordt

gemaakt. Om mensen uit het centrum naar de andere

kant van het Centraal Station te krijgen, moet er

een reden zijn om over te steken. Wanneer dit extra

programma op de brug wordt geplaatst, wordt de

brug een living bridge. Het ontwerp van deze living

bridge was het hoofddoel van dit afstudeerproject.

In het technische vooronderzoek is de nadruk gelegd

op de scheepvaart. Het vervoer van gevaarlijke

stoffen over het IJ zal moeten worden gereguleerd

om voldoende veiligheid te garanderen op de living

bridge. De scheepvaart wordt daarvoor gescheiden

in verschillende vaargeulen. Het vervoer van gas

wordt beperkt tot de nacht, brandbare vloeistoffen

kunnen ook overdag vervoerd blijven worden. Om de

living bridge te beschermen tegen aanvaringen is een

systeem ontwikkeld van geleidewerken, dat schepen

veilig langs de brug geleidt.

In de ontwerpstudie is toegewerkt naar een master-

plan. De living bridge bestaat hierbij uit een hoofd-

verkeersader, met daaraan toegevoegd extra func-

ties. De oversteek wordt opgedeeld in vier sprongen

tussen bebouwde eilanden. De brug wordt bij de

centrale oversteek uitgevoerd als hefbrug. De hefto-

rens vervullen daarbij niet alleen een constructieve

functie, maar behuizen ook de extra functies van

de living bridge. Ook in geheven stand is de brug

toegankelijk.

De eilanden bestaan uit een kade, een onderbouw

tot aan het brugdekniveau en een bovenbouw. De

gevels van de bovenbouw worden beschermd door

een systeem van louvres, die dichtklappen bij brand.

Door het funderen op een steigerconstructie wordt

de uitvoering vereenvoudigd, en worden grote

zakkingen voorkomen.

Dit afstudeerproject laat zien dat er harde randvoor-

waarden gelden ten aanzien van de scheepvaart en

de veiligheid. Maar ook met deze randvoorwaarden

is een brug over het IJ wel degelijk mogelijk. De

living bridge als geheel, met de bruggen, eilanden en

torens is een interessante en waardevolle toevoeging

aan de stad Amsterdam.

Student: L. Dietz

Committee: Prof. ir. L.A.G. Wagemans, Prof. dipl-ing. J.N.J.A. Vamberský, Prof. ir. A.P.J.M. Verheijen

(Faculteit Bouwkunde, afdeling Bouwtechnologie)

For more information you can contact the section Structural and Building Engineering, tel. 015-2783990

Hydraulic & Geotechnical EngineeringBuilding Engineering 2�0307 2�0307

Waarde van het ontwerp in relatie tot de waarde van het proces

Een studie naar de verbeterpunten in het ontwerp-

proces van technisch complexe projecten in de

Utiliteitsbouw voor een betere afstemming tussen

vraag en aanbod, uitgevoerd bij Royal Haskoning.

Achtergrond

Het ontwerpproces speelt een belangrijke rol in

de totstandkoming van gebouwen. Gedurende het

ontwerpproces worden belangrijke keuzes gemaakt

ten aanzien van de uiteindelijke waarde en de

uiteindelijke kosten van het gebouw. De waarde

refereert hier aan de mate waarin het ontwerp van

het gebouw ‘het aanbod’ voldoet aan de behoeften

van opdrachtgever en eindgebruiker ‘de vraag’. Een

succesvol ontwerpproces is een proces dat leidt tot

een ontwerp, dat voldoet aan deze behoeften, op het

juiste moment gereed is en waarvan de onnodige

kosten tot een minimum beperkt zijn. Echter, in de

praktijk blijkt niet altijd sprake te zijn van een dusda-

nige effectiviteit en efficiency van het ontwerppro-

ces, aangeduid als ‘waarde’ van het ontwerpproces,

dat dit leidt tot de genoemde resultaten. Dit speelt

binnen de Utiliteitsbouw bij technisch complexe

projecten in het bijzonder een rol. De adviesgroep

project Management van Royal Haskoning wil inzicht

krijgen in de invloedsfactoren c.q. knelpunten in het

ontwerpproces van technisch complexe projecten in

de Utiliteitsbouw én in de bijbehorende sturingsmo-

gelijkheden vóór de projectmanager.

Onderzoeksopzet

Om inzicht te verkrijgen in de knelpunten is gebruik

gemaakt van een literatuurstudie en van het houden

van interviews. Voor de praktijkstudie is een bouw-

project als case genomen en is gesproken met alle bij

het ontwerpproces betrokken partijen. Deze inzichten

hebben geleid tot de keuze van een primair knelpunt.

Hiervoor is intern bij Royal Haskoning in samenwer-

king met een multidisciplinaire vertegenwoordiging,

door het houden van oplossingsgerichte interviews

een oplossingrichting ontwikkeld.

Resultaten

De onvoldoende kwaliteit van het PVE is door de

participanten gewaardeerd als een primair knelpunt.

Een oplossingsrichting is ontwikkeld met betrekking

tot het PVE tezamen met de inrichting van het vroege

ontwerpproces, omdat daar de beïnvloeding op de

waarde en kosten het grootst is.

De belangrijkste aanpassingen in de voorgestelde

oplossingsrichting inzake het PVE en de inrichting van

het vroege ontwerpproces zijn:

- Van aftrap met architect naar aftrap met ontwerp-

team

- Van samen ontwerpen naar gezamenlijk ontwer-

pen én programmeren

- Van Programma van Eisen & Wensen naar

Programma van Eisen & Programma van Wensen

Student: T.J. Duvivier

Committee: Prof. Dr. Ir. H.A.J. de Ridder, Dr. Ir. G.A. van Nederveen, Ir. F.A.M. Soons,

Ir. K. Th. Veenvliet (UTwente), Ir. P.C.M. Zwinkels (Royal Haskoning)

For more information you can contact the section Building Engineering, tel. 015-2786636

Hydraulic & Geotechnical EngineeringBuilding Engineering2� 03072� 0307

Ondergrondse kleine infrastructuurNut en noodzaak van ordening

In stedelijke gebieden doen zich steeds vaker compli-

caties voor in samenhang met ondergrondse kleine

infrastructuur (netwerken voor het transport en de

distributie van signalen, elektriciteit, vloeistoffen of

gassen). Deze complicaties lijken voort te komen

uit de explosieve toename van het aantal verschil-

lende netwerken en de trend tot het verdichten van

steden enerzijds en de traditionele wijze waarop

deze netwerken in de ondergrond zijn aangebracht

anderzijds. Het onderzoek geeft ter onderbouwing

hiervan een aantal trends aan en geeft de achter-

grondinformatie bij de verschillende netwerken. Het

onderzoek richt zich op de vraag waarom er bij het

(her)ontwikkelen van gebieden ondanks de ervaring

met het optreden van dergelijke complicaties zelden

wordt gekeken naar de mogelijkheid om de onder-

grondse kleine infrastructuur op een andere manier

aan te brengen.

Hiervoor is IJburg 1e fase als casus uitgewerkt.

Hieruit kwamen twee knelpunten naar voren, name-

lijk: de manier waarop ondergrondse kleine infra-

structuur in het ontwerpen besluitvormingsproces

van IJburg 1e fase meegenomen is (knelpunt 1) en

de manier waarop de kosten die voortkomen uit de

verschillende manieren van aanbrengen van kleine

infrastructuur gekwantificeerd kunnen worden (knel-

punt 2).

Bij uitwerking van knelpunt 1 blijkt dat ondergrondse

kleine infrastructuur op dit moment erg laat in het

ontwerpen besluitvormingsproces van te ontwik-

kelen gebieden betrokken wordt. Hierdoor komen

conflicterende situaties of belangen (ook tussen

boven- en ondergrond) pas tijdens de uitvoeringsfase

naar voren. Ook ontbreekt een regievoerder die de

verschillende belangen onderling kan afwegen en

sturing geeft.

Uit het onderzoek komt naar voren dat de boven-

en ondergrond op elkaar dienen te worden afge-

stemd voordat de bovengrondse inrichting in een

Stedenbouwkundig Plan wordt vastgelegd. Op dat

moment kan bijvoorbeeld in de grondexploitatie-

begroting ook nog budget vrijgemaakt worden om

voor ordening in een ordeningssysteem (integrale

leidingen tunnels (ILT’s), utility ducts, bundeling van

kabel en/of leidingen en kabel- en/of leidinggoten) te

kiezen.

Van de drie te onderscheiden actoren op het gebied

van ondergrondse kleine infrastructuur (gemeente,

kabel- en leidingbeheerders en gebruikers) is de

gemeente de meest aangewezen actor om als regie-

voerder op te treden. De gemeente dient namelijk te

waken over het maatschappelijk belang en beschikt

over voldoende sturingsmogelijkheden om grip op

het proces te kunnen houden.

Bij het bestuderen van knelpunt 2 kwam naar voren

dat de maatschappelijke kosten en baten vaak buiten

beschouwing gelaten worden, wanneer de kosten

behorend bij verschillende manieren van aanbren-

gen (traditioneel of in een ordeningssysteem) van

ondergrondse kleine infrastructuur gekwantificeerd

worden. Hierdoor is het onwaarschijnlijk dat er geko-

zen wordt voor een oplossing waar de samenleving

als geheel het meest baat bij heeft.

Om die reden is er tijdens het onderzoek een

omvangrijk rekenmodel ontwikkeld waarin alle

verschillende (maatschappelijke) kosten aan de hand

van parameters zijn opgenomen. Dit model geeft

daardoor alle factoren weer die het besluit hoe de

ondergrondse kleine infrastructuur het best geordend

kan worden beïnvloeden, zodanig dat de maatschap-

pelijke kosten en baten het positiefst uitvallen. Het

model is daardoor goed geschikt om deze kosten op

een hoger (politiek) abstractieniveau inzichtelijk te

maken.

Student: M.P. Franken

Committee: Prof.dr.ir. H.A.J. de Ridder, Ir. G. Arends, Prof.ir. J.W. Bosch, K.B. Braat, MSc, BSc,

Drs. F.M. Taselaar (Ingenieursbureau Amsterdam)



Research of the functional and technical feasibility of a floating football stadium

Introduction

Caused by the media and new sources of income

increasing demands are made on new stadiums.

They have to be more flexible, tailor-made for one

function and need an increasing capacity. At the

same time for events like Olympic Games or football

Championships the demanded capacity exceeds the

after-event demand for sports venues leading to

misinvestments.

Problem Definition

A moveable floating stadium could be a solution.

Such a stadium could be moved to the location

where temporary a high capacity is needed. In

coastal cities or cities next to navigable rivers a

floating stadium could be moved to very attractive

inner city locations. In the past years a lot of

research on floating structures like houses or even

airports has been done but never the feasibility

of a floating stadium was analysed. The problem

of this report can be defined as follows: There

is not enough information about the design,

the construction and functional and economical

consequences of a floating stadium.

Objective

The goal of this thesis is a research of the

requirements and the technical and functional

major problems of a floating stadium followed by

the implementation of the derived solutions into a

preliminary design.

Research

The main bottle necks for the realisation of a

floating stadium that resulted from an extensive

literature research were analysed and solved in an

iterative way.

Results

The maximum

dimensions for possible

berthing locations

together with the

functional requirements

resulted in a stadium that is split

up into six elements; two playing field elements and

four surrounding grandstand elements. A design tool

was made that linked the structural design with its

hydro-mechanical properties.

In the preliminary design the results of the design

research were implemented into a structural

context. The main structure of the floating stadium

elements were designed and the attention points

regarding the floating character of the stadium like

the construction and the connection of the floating

stadium elements, were highlighted.

Conclusions and recommendations

• A floating stadium that during operation berths

in a port of a river quay is technically and

functionally feasible.

• The capacity of the stadium is limited to a

maximum of 50.000 spectators.

• A stabilizing system is necessary to maintain

a zero degree angle of the stadium during

operation.

• It should be analyzed which standards and

regulations have to be suited for a floating

stadium.

Student: N.T.N. Groenendijk

Committee: Prof. ir. L.A.G. Wagemans, Prof. Dr. Dipl. Ing. J.N.J.A. Vamberský, Ir. H. Mihl, R. Jansma

(Zwarts & Jansma Architecten)



Optimization of Dome Housing in Sri Lanka

The Solid House Foundation aims at contributing

to an enduring development of housing projects

in poor communities. The intention is to enable

local inhabitants to independently prepare and

build successful housing projects. The Solid House

Foundation uses re-usable inflatable hemispherical

formwork to build reinforced concrete dome

dwellings. In this thesis a study is made of possible

optimization of costs, simplicity and durability of this

building concept. Main occasion is the increasing

price of rebar and the bad availability of rebar in

most regions where the SHF is active. As SHF is now

involved in a large housing project in Sri Lanka, a

first focus is on this region.

To have an idea of threads and opportunities in

dome building a literature study was made on

dome shapes in nature, domes in other cultures,

the history of concrete shells built with inflatable

formwork and of domes in general. As a result

several form-related possibilities were identified that

could reduce the tension stress in the shell and thus

the amount of reinforcement needed.

Also, research on alternative materials for dome

building was done. This resulted in several options

of which ferrocement was considered the most

suitable. The latter from both a cost point of view as

from the fact that there is a lot of experience with

this easy applicable material in Asia.

Currently half of the material turns out to be

used for the foundation of the dome. After some

calculations could be concluded that this heavy

foundation is required to anchor the uplifting forces

of the inflatable formwork. Consequently research

has been done on alternative anchorage of the form,

resulting in ideas for formwork that does not need

anchorage at all. The research phase was rounded

off with a study of the climatic circumstances in Sri

Lanka. Matching building responses to the climate

were studied and applied on dome designs.

The conclusions drawn from structural analyses in

the finite element program ANSYS have resulted

in a proposal for alternative material use in

combination with the currently applied formwork.

A design for a ferrocement shell has been made

and an experiment is carried out. This has resulted

in a construction manual for application of the

current inflatable formwork in combination with the

material ferrocement. Costs of raw materials for this

alternative turn out to be considerably lower than

for the reinforced concrete shells that have been

built so far.

However to improve issues such as the heavy

foundation and the dependency on electricity,

a different design of the formwork is required.

Therefore possibilities for an alternative design of

the formwork are studied and evaluated.

Student: C. Hammer

Committee: Prof.ir.L.A.G.Wagemans, Dr.ir.P.C.J.Hoogenboom, Dr.ir.E.Schlangen,

Ing W.J.H.Stroecken (Solid House Foundation)


Hydraulic & Geotechnical EngineeringBuilding Engineering 270307 270307

Design tools for the Virtual Wind TunnelSetting up the geometry for CFD calculations

Momenteel kan de windbelasting op gebouwen op

twee manieren worden bepaald: met behulp van de

norm (NEN 6702, Eurocode) of door middel van wind-

tunnelproeven. De norm is echter alleen bruikbaar

voor eenvoudige vormen; complexe gebouwvormen

vereisen windtunnelonderzoek. Dit onderzoek is

echter erg duur en zeer tijdrovend, waardoor het

nauwelijks gebruikt wordt in het vroege ontwerp-

proces. Toch is het juist deze fase waarin belangrijke

ontwerpbeslissingen worden genomen en meer

inzicht in de effecten als gevolg van wind is dan

ook wenselijk. Numerieke methoden zijn geïntro-

duceerd om de windeffecten te bepalen middels

Computational Fluid Dynamics (CFD).

In recent afstudeeronderzoek aan het Structural

Design Lab is een Virtuele Windtunnel voorgesteld

waarmee constructieve ingenieurs de windbelasting

in een vroeg stadium van het ontwerpproces kunnen

bepalen door gebruik te maken van CFD. Dit onder-

zoek heeft geleid tot een algemene aanpak voor

het uitvoeren van CFD berekeningen en een domein

waarin de berekeningen kunnen worden uitgevoerd.

Het zogenoemde Van Nalta domein geeft veelbe-

lovende resultaten voor eenvoudige vormen, zoals

kubussen en cilinders. De eisen aan de geometrie

voor CFD berekeningen zijn echter zeer hoog en het

genereren van bruikbare modellen van met name

complexe gebouwvormen blijkt zeer lastig.

Tijdens dit afstudeeronderzoek zijn verschillende

ontwerptools ontwikkeld waarmee de geometrie

voor CFD berekeningen kan worden gegenereerd.

Met deze toolbox kan de windbelasting op een

gebouw of constructie worden bepaald en verschil-

lende ontwerpen worden vergeleken in een relatief

korte tijd zonder veel tussenkomst van de gebruiker.

Optimalisatie van vorm en constructie wordt hiermee

mogelijk. Om de windbelasting te bepalen op een

gebouw dat is geplaatst in een bebouwde omge-

ving, is een ontwerptool ontwikkeld waarmee een

3D model van de omgeving kan worden gecreëerd,

gebruik makend van GIS technologie. Een andere tool

is ontwikkeld waarmee het centrale gebouw-model

kan worden vereenvoudigd door het verwijderen

van niet-relevante elementen en kleine details. De

rekentijd van de CFD software kan hiermee aanzien-

lijk worden verkort. Omdat de afmetingen van het

domein waarin de berekeningen worden uitgevoerd

afhangen van de dimensies van het onderzoeksge-

bied, is een laatste tool ontwikkeld waarmee het

domein kan worden gegenereerd, afhankelijk van de

afmetingen van het onderzoeksgebied.

Er is geconcludeerd dat de ontwerptools goed werken

voor CFD toepassingen. In de meeste gevallen

worden veelbelovende resultaten verkregen en de

gegenereerde geometrie blijkt zeer goed bruikbaar

voor CFD simulaties. Voor enkele test cases zijn bere-

keningen uitgevoerd in het Van Nalta domein. Het

blijkt momenteel erg lastig om nauwkeurige resulta-

ten te verkrijgen van de berekeningen, mede door de

geringe capaciteit van de huidige computers. Echter,

rekening houdend met de continue ontwikkeling van

de computer hardware, is het de verwachting dat het

in de nabije toekomst mogelijk zal zijn de windeffec-

ten op complexe gebouwmodellen, die zijn geplaatst

in een bebouwde omgeving, nauwkeurig te voorspel-

len.

Student: R.A.G. Kerklaan

Committee: Prof.dipl.-ing. J.N.J.A. Vamberský, prof.ir. L.A.G. Wagemans, ir. J.L. Coenders,

dr. dipl-ing. S. Zlatanova (OTB onderzoeksinstituut, GIS), dr. ir. L.L.M. Veldhuis (Lucht- en

Ruimtevaarttechniek, Aerodynamica)

For information on the report of the Master’s thesis please contact the Building Engineering section, telephone: 015-2783174


Functioneel Specificeren bij projecten van RijkswaterstaatOntwikkeling van een kader voor evaluatie en advisering

Achtergrond

Rijkswaterstaat is in Nederland verantwoordelijk voor

beheer, onderhoud en aanleg van een groot deel

van de infrastructurele bouwwerken. De aanbeste-

ding van werkzaamheden werd tot voor kort gedaan

door het opstellen van een bestek aan de hand van

een ontwerp. Sinds enkele jaren bestaat de tendens

meer werkzaamheden aan de markt uit te besteden,

bijvoorbeeld door Design & Construct contracten.

Het gebruiken van de kennis van de markt, bijvoor-

beeld op het gebied van uitvoering van projecten of

van een specifiek product, door het uitbesteden van

(delen van) het ontwerpproces kan leiden tot betere

en/of goedkopere oplossingen.

Het gebruik van geïntegreerde contractvormen

vraagt een andere wijze van het opstellen van de

vraag door de opdrachtgever. Binnen Rijkswaterstaat

is hier de werkwijze “Functioneel Specificeren” voor

ontwikkeld, die steeds vaker wordt toegepast. Hierbij

is Rijkswaterstaat vooral betrokken bij de voorkant

van het ontwerpproces en wordt het verdere verloop

hiervan gemonitord. De specificatie van eisen bestaat

zoveel mogelijk uit functionele eisen en er worden zo

min mogelijk eisen gesteld, zodat een zo groot moge-

lijke oplossingsruimte voor marktpartijen overblijft

om binnen te ontwerpen.

Onderzoeksopzet

Het ontbreekt op dit moment aan inzicht in de

toepassing van de werkwijze in de praktijk. Dit zou

kunnen worden gebruikt om de werkwijze beter te

implementeren. De doelstelling van dit afstudeer-

onderzoek luidt dan ook als volgt: “Het ontwikkelen

van een kader voor het evalueren van en adviseren

over het “Functioneel Specificeren” bij projecten van

Rijkswaterstaat, ten behoeve van het verbeteren van

de toepassing ervan tijdens individuele projecten en

mogelijk de uniforme werkwijze van Rijkswaterstaat.”

Het dient hierbij te gaan om een quick-scan die

toepasbaar is op verschillende soorten projecten en

snel duidelijk kan maken hoe het binnen een project

met het “Functioneel Specificeren” gaat.

Het onderzoek bestaat uit een studie naar theorieën

en achtergronden van de werkwijze “Functioneel

Specificeren”, een korte studie naar evaluatieme-

thoden en een praktijkonderzoek door middel van

interviews en een enquête naar toepassing van de

werkwijze in projecten.

Resultaten

Het onderzoek heeft geleid tot de basis voor een

kader voor evaluatie van de werkwijze “Functioneel

Specificeren”. Bij gebrek aan een duidelijke praktijk-

handleiding is een overzicht gemaakt van de activitei-

ten die bij de werkwijze (kunnen) worden uitgevoerd.

Daarnaast zijn er diverse factoren onderscheiden die

van belang zijn voor het succesvol toepassen van

de werkwijze, resulterend in een check-list en een

aantal Kritieke Succes Factoren. Naast het opstellen

van het kader voor evaluatie in projecten bleek het

goed mogelijk in het onderzoek ook een evaluatie

van toepassing van de werkwijze zelf uit te voeren.

Dit heeft geresulteerd in een duidelijk beeld over

de stand van zaken wat betreft de ontwikkeling van

“Functioneel Specificeren” en adviezen over moge-

lijke verbeteringen.

Student: A.W. Lever

Committee: Prof.dr.ir. H.A.J. de Ridder, Ir. R.M. Bosch (Rijkswaterstaat), Ir. A. van der Kuilen,

Ir. G. Arends

For information on the report of the Master’s thesis please contact the Building Engineering section, telephone: 015-2783174


Variantenonderzoek Onderbouw Parkhaventoren

Eind 2001 presenteerde een consortium van twee

ontwikkelingsmaatschappijen het “Masterplan

Parkhaven”. Het plan voorziet in de herontwikke-

ling van het Parkhavengebied in Rotterdam door

uitbreiding van het Park, de bouw van kantoren

en woningen en de realisatie van een entertain-

mentcenter. Hoogtepunt vormt de 392 meter

hoge Parkhaventoren; een nieuwe blikvanger voor

Rotterdam met een recordhoogte in Europa.

Het Masterplan Parkhaven werd door de gemeen-

teraad van Rotterdam verworpen en de ontwikke-

ling van de Parkhaventoren werd bij het bouwkun-

dig ontwerp stopgezet. Het verrichte onderzoek

beschrijft het proces van bouwkundig ontwerp naar

voorontwerp en richt zich daarbij op de onderbouw

van de Parkhaventoren.

De onderbouw vormt de ondersteuning voor de

bovenbouw en draagt zorg voor de afdracht van

krachten naar het fundament. In het onderzoek

zijn een drietal vragen gesteld; hoe wordt de

Parkhaventoren gefundeerd, hoe worden de krachten

uit de bovenbouw geïntroduceerd in het fundament

en op welke wijze kan dit gedaan worden opdat de

functie van gebruiksruimtes niet belemmerd wordt?

Alle drie de vragen afzonderlijk kennen een groot

aantal oplossingsrichtingen. Door het vraagstuk inte-

graal te benaderen wordt dat aantal verkleind. Daarin

blijkt vooral de laatste vraag over de functie-uitvoe-

ring van bepaalde ruimtes bepalend te zien. Vanuit

de mogelijke oplossingsrichtingen zijn twee vooront-

werpen voor de onderbouw van de Parkhaventoren

ontwikkeld. De bovenbouw is daarbij geïnventari-

seerd en als een gegeven beschouwd.

Om de voorkeur te geven aan één van de twee

voorontwerpen voor verder uitwerking tot definitief

ontwerp zijn beide beoordeeld. Een beoordeling van

de voorontwerpen op alleen het constructieve vlak is

een te krappe benadering. Wanneer er verschillende

oogpunten ingenomen worden, worden er verschei-

dene belangen zichtbaar die tegenstrijdig met elkaar

kunnen zijn. Door de belangen goed af te wegen

wordt tot een evenwichtige beoordeling gekomen die

de basis vormt voor een keuze voor één van de twee

voorontwerpen.

Student: O. Los

Committee: Prof. dipl.-ing. J.N.J.A. Vamberský, Ing. H.J. Everts, Ir. G. Arends

For information on the report of the Master’s thesis please contact the Building Engineering section,

telephone: 015-2783174

Hydraulic & Geotechnical EngineeringBuilding Engineering�0 0307�0 0307

Progressive Collapse AssessmentNon-linear behaviour of concrete structures in damaged state

Progressive collapse is a collapse where local failure

leads to a disproportionate collapse (Fig. 1). Due

to a focus on ease of erection in the construction

process and more and more optimisation of design

through advanced analysis techniques, buildings

are believed to have become more vulnerable to

progressive collapse over the past decades.

To design a building resistant to progressive collapse

in a cost efficient and aesthetically attractive way,

consideration of non-linear effects is required. The

purpose of this research is to investigate structural

non-linear behaviour of building structures and

develop design rules or strategies to economically

design building structures resistant to progressive

collapse. Focus is on reinforced concrete structures

in static loading conditions.

First the progressive collapse phenomenon itself

was considered. Three design approaches were

distinguished: the event control approach aimed

at improving the level of protection of a building,

the specific local resistance approach aimed at

increasing the hardness of a building and the

alternate load path approach which aims at

improving the robustness of building (Fig. 2). The

latter approach has been elaborated.

Alternate load paths can be developed in roughly

four manners: by arch action, suspension action,

Vierendeel action and catenary action. Ductility of

the structure and its connections is important to

enable these alternate load paths. For arch and

catenary action special detailing of structural ties is

needed, especially catenary action depends highly

on the elongation capacity of these ties.

To assess the influence of non-linear effects,

numerical determination of limit loads upon

column removal through advanced non-linear

EEM calculation was performed for a simple office

building. Three non-linear effects creating an

overcapacity compared to linear assessment were

distinguished in this case study: strain hardening of

the reinforcement steel, moment redistribution and

a load bearing floor slab contribution.

The magnitude of these effects depends on the

actual amount of reinforcement and its lay-out and

the structural geometry. For three investigated

cases of column removal the available non-linear

overcapacity was in the order of magnitude of 1.8.

A linear procedure of notional element removal was

performed for the entire building. Each column was

removed one by one, one at a time and the required

strength was assessed through the calculated

overcapacity-factor.

It was concluded that via this approach the design

of the studied building can be adjusted adequately

and economically to enhance the robustness.

The right detailing is of primary importance in

enhancement of robustness.

Student: M. Smith

Committee: Prof. dipl.-ing. J.N.J.A. Vamberský, ir. J.L. Coenders, ir. A.M. de Roo (Arcadis Bouw &

Vastgoed), prof. ir. A.C.W.M. Vrouwenvelder, ir. J.W. Welleman

For more information about this thesis project please contact the department, tel. (+31) 15-2783174

Hydraulic & Geotechnical EngineeringBuilding Engineering �10307 �10307

Optimisation of structural transfer zones in multi-use buildingsIntroduction

One of the main problems of designing multi-use

buildings is the transfer of loads between the

structural grid systems of the different functions. In

lieu of making compromises in the design of these

systems per function in order to vertically align the

grid lines or grid bands, a structural transfer zone in

an intervening floor can be designed. By designing

an optimal allocation of vertical oriented structural

elements, loads can be transferred between the

different structural grid systems, without adversely

affecting the functionality and usability of the

intervening floor.

Structural design tool

The Master’s thesis ‘Optimisation of structural

transfer zones in multi-use buildings’ deals with the

development of a computational structural design

tool based on the artificial intelligence method

genetic algorithms, that can determine the optimal

solution for the allocation of columns between two

structural grid systems. This tool, implemented

in VBA and using AutoCAD as a visualisation tool,

allows the user to generate and optimise the

configuration of the load bearing elements for an

arbitrary design, with the rules following from the

demands of several aspects of a structural and

functional design.

Features of the design tool

In the AutoCAD environment, the user needs to

give the starting and end point of the structural grid

line graphically in both the bottom and top layer

of the intervening floor to determine the possible

location of the columns. Subsequently, the vertical

point load, the horizontal point loads, and the

moments in the centre of gravity acting on the load

transferring structure need to be given numerically.

Based on the user input, the tool then randomly

generates several solutions in what is called the first

generation. By determining the fitness, or in other

words the overall compliance with the prescribed

desired conditions, the genetic algorithm will use

the best solutions to create a new population. This

process, including several other genetic algorithm

operators, will be repeated until the fittest or best

solution per population remains unaltered during a

number of generations.

Concluding remarks

This Master’s thesis shows the capability of an

artificial based design optimisation tool in a

predefined setting of the allocation problem of

columns in a structural transfer zone. At the same

moment, it is made clear that progress can be made

for the presented design tool and in scripting design

tools for the building practise in general. This also

means that it can be expected that tools similar

to the tool presented in the Master’s thesis will be

used more often in the near future. This, however,

does not mean that the structural engineer will lose

his or her position, as hand calculations and logical

interpretations of the result of the design tools will

always have to be made.

Student: R. van de Straat

Committee: Prof. dipl.-ing. J.N.J.A. Vamberský, Ir. J.W. Welleman, Ir. J.L. Coenders, Ir. S. Boer

(Mecanoo Architecten)

For more information about this thesis project please contact the department, tel. (+31) 15-2783174

generations.jpg ?????

Hydraulic & Geotechnical EngineeringBuilding Engineering�2 0307�2 0307

Parametric Associative Design for Free Form Architecture

Over the last decade, the computer has become a

tool a structural designer cannot do without. For

an efficient structural design processes however,

computational power is not yet being used in the

most efficient manner. Structural engineers still

have difficulties with using available software in an

efficient structural design process. Coenders and

Wagemans [2005] have proposed a new approach

toward use of computers in the structural design

process: the Structural Design Tools approach.

The Structural Design Tools concept doesn’t strive

to be an all-comprising model, but a collection of

simple tools that can be chosen by the designer to

build his design. Instead of using the computer for

engineering purposes, the computer can be used for

design purposes.

An important aspect of the Structural Design Tools

concept is the parametric associative character

of the design tools. Parametric design is used

for the rapid generation of computable design

representations describing design alternatives.

Potential design alternatives are generated and

evaluated in order to obtain insight into the impact

of the structural parameters on the final integral

design. With adding associativity to the structural

design process, design steps are linked and the

possibility of adjusting the parameters in the end

of the design process is reached. With designing

structures for Free Form Architecture, this ability is

very valuable. Since there is little design experience

with these kind of structures, it is hard to predict

what the impact of a design decision on the final

design is. The ability of defining the values of the

structural parameters at the end of the design

process leads to a more efficient structural design

process.

The goal of the graduation project was to research

methods for developing structural design for Free

Form Architecture in a parametric associative

process, whereby elaborating one specific

combination of researched methods into one system

of parametric associative tools. Where a parametric

associative design process differs from a traditional

design process is that with a design process

according to the Structural Design Tools approach,

the quantitative characteristics of the design can

change in the end of the process. The design logic

behind the generation algorithms defines the range

in which the design can be varied in the end of

the generation process. This logic cannot easily be

changed in the end of the process. With setting an

accurate design direction in the beginning of the

process, the freedom of the final design is restricted

soon in the development process. Like a traditional

design process, the discrepancy between having no

design knowledge and having to make governing

design decisions still is present in a parametric

associative design process. With a system of

parametric associative design tools however, the

structural designer is able to generate a range of

possible design representations in a fast way. By

a combination of a qualitative and quantitative

comparison of the generated designs, insight into

the consequences of parameter variation can be

obtained.

In a real life design process, a large benefit

of using parametric associative design tools is

the fact that interaction between architect and

structural engineer is stimulated. A structural

engineer can, without losing a lot of time doing

repetitive calculations, show the architect what

consequences of design choices are. When a

common understanding on all design relations

is reached, the total design team can come to a

well considered, well founded set of values for the

design parameters. Instead of delivering the optimal

design object, a system of parametric associative

design tools offers the possibility for an optimal

design process in which interaction between the

architect and the structural designer is put central.

Student: P. Vermeij

Committee: Prof. dipl-ing. J.N.J.A. Vamberský, Ir. J.L. Coenders, Ir. J.W. Welleman, Ir. M. Veltkamp

(Faculty of Architecture)


Hydraulic & Geotechnical Engineering ��0307

Hydraulic & Geo Engineering


Hydraulic & Geotechnical Engineering�� 0307

Gabion Stability

In 1932 the Dutch ‘Afsluitdijk’, stretching over

30 kilometres, was completed. This made it

possible to reclaim land in the former ‘Zuiderzee’

by means of constructing the ‘Flevopolder’ and

the ‘Noordoostpolder’. Since then technological

developments have made it possible to build even

larger dams in more difficult circumstances.

One of the countries that is also reclaiming land

by constructing dams and polders is South Korea.

Because of the large mountainous areas and

the growing population in this country, arable

land is becoming rare and land reclamation may

offer a solution. The large tidal differences along

the Korean coast make building these dams a

challenging job.

One of the solutions in South Korea to cope with the

high flow velocities in closure projects is to apply

sack gabions. These are steel nets with rocks inside

them that weigh up to 3 tons. It is not clear how

stable these sack gabions are exactly. The objective

of this report is to make a preliminary study on the

stability of sack gabions.

In 2006, after a 20 year preparation, the

Saemangeum estuary in South Korea was closed

with a dam. During the closure sack gabions were

used in the bed protection, sill construction and

dam heads. In corporation with Delft University of

Technology, Rijkswaterstaat and the Korea Rural

Community & Agriculture Corporation a field trip

to the Saemangeum project was made, in order

to collect useful data on the stability of gabions.

Also the experimental data of RRI (Korean Rural

Research Institute) on model tests on the stability

of gabions was obtained. As an addition to the

data from the Saemangeum project and the model

tests performed by RRI, also model tests in Delft

were done. All this information combined leads to a

stability relation for the applied sack gabions.

Student: R.H.P.A. Beekx

Committee: Prof.drs.ir. J.K. Vrijling, ir. H.J. Verhagen, drs. R. Booij, ir. K. Dorst

For more information please contact the department of Hydraulic Engineering: (+31) 15 2783345


Veldproeven op steenzettingen

Uitvoering en resultatenanalyse van onderzoek

naar de klemming van gazette stenen op dijken

Steenzettingen worden van oudsher gebruikt om het

aangevallen front van dijken te bekleden. De mecha-

nische achtergronden en de materiaaleigenschappen

van deze constructie zijn nog niet volledig beschre-

ven. In dit afstudeeronderzoek is met name de klem-

ming van de stenen door de zwaartekracht in de rich-

ting van het talud onderzocht. Deze inklemming kan

ervoor zorgen dat de losse elementen als een plaat

gaan samenwerken en dus als zodanig beschreven

kunnen worden.

Op drie lokaties in Zeeland zijn veldproeven uitge-

voerd om data te verzamelen over de plaatwerking

van de zettingen. De zettingen waren opgebouwd

met Basalton en Hydroblock zuilen en allemaal onge-

veer 1:3 steil. Er is op verschillende manieren een

belasting loodrecht op de zetting opgelegd (trekproe-

ven). Tegelijkertijd is met verplaatsingssensoren de

responsie van het omliggende veld gemeten. Ook zijn

er schuifproeven uitgevoerd, waarbij een stuk zetting

tegen het talud op werd gedrukt.

De analyse van de gegevens is aan de hand van de

veronderstelde plaatanalogie gedaan. Hiervoor is een

model noodzakelijk dat de elastische responsie van

een homogeen orthotroop materiaal kan beschrijven.

Het plaatgedrag van de zetting vertoont verschillende

eigenschappen in de onderling loodrechte richtingen

(de zwaartekracht werkt maar in één richting).

Met het model en de meetresultaten als input is het

mogelijk de materiaaleigenschappen van de zetting

te berekenen. Deze eigenschappen kunnen in het

vervolg worden gebruikt om het gedrag van de

zetting onder natuurlijke omstandigheden te beschrij-

ven.

De belangrijkste conclusies uit het onderzoek zijn:

1. De zetting reageert altijd als een plaat op de

belasting. Dit geldt voor de trekproeven en bij

loklale verschildrukken bij golfbelasting

2. Alle beproefde stenen zijn visueel geselecteerd als

geklemd en dit bleek bij beproeving in alle geval-

len grote sterkte op te leveren.

3. Er is meestal op twee peilniveau`s gemeten.

Tussen deze niveau`s is geen significant verschil

in sterkte of stijfheid gemeten en berekend. Er is

een reductie van de sterkte nabij de teen vastge-

steld.

4. De geometrie van de stenen heeft geen invloed op

de vorm van het verplaatsingsgebied.

5. Een slecht ingewassen zetting scoort lager op

verschillende sterkte criteria.

6. Indien wordt voldaan aan een aantal criteria levert

dit onderzoek een belangrijke onderbouwing voor

het rekenen op enige klemming bij toetsing en

ontwerp.

Student: J.A.H. Blom

Committee: Prof.ir.drs. J.K. Vrijling, ir. DJ Peters, ir. H.J. Verhagen, ir. J.A. den Uijl, ir. R. ’t Hart (DWW,

RWS), ir. A.J.E.J. van Casteren (BAS bv)



“Sandwich wall as the quay wall for the future”

In this report an attempt is made to develop a

new design method for quay walls. Previous quay

walls designs are being analysed and an attempt is

made to find relations between external conditions

and design parameter of the structure. When such

relations exist they can be used as design graphs.

The new design method will be called reference

based design. In this thesis this new method has

been applied to block walls and to sheet pile walls.

The discovered relations can be used to make an

estimate of the material quantities in a very short

time.

The block wall designs have been examined for the

following relations:

• Retaining height vs. number of blocks in a cross

section;

• Retaining height vs. concrete volume per meter

wall;

• Dimensions of the separate blocks vs. elevation of

the blocks;

The sheet pile wall designs have been investigated

for the following relations.

• Retaining height vs. embedded length;

• Retaining height vs. steel volume per meter wall;

The second part of this thesis focuses on the

development of a new type of quay wall, which

will be designed for the expected future situation.

In the last couple of decades ship sizes have been

increasing and the loads on quay walls have also

become larger. These changes have an effect on

the quay walls at which these ships can be moored.

When these two trends continue container ships

will have to become very large and very strong in

the future. A new quay wall concept may be more

economical in case of this extreme situation. Several

new types of

quay walls have been considered of which a

sandwich quay wall is the most promising.

The sandwich wall consists of two rows of steel

piles and a jet grout mass between these two pile

rows. The steel piles are equipped with steel rings

to be able to transfer a certain shear force from the

piles into the grout. These steel rings facilitate a

shear connection, which causes the wall to behave

as a composite structure. This composite action

has a favourable effect on both the strength and

the stiffness of the wall. On top of the sandwich

wall a relieving floor structure will be constructed;

this is very common for large wall structures. An

impression of the sandwich quay wall can be seen in

the figure below.

The designed configuration of the sandwich wall has

been compared to a reference design to investigate

the economic potential of the sandwich wall. A combi

wall has been selected for the reference design,

as this type of quay wall is generally the cheapest

solution for wall structures in sandy soil with a large

retaining height. The combi wall is designed for equal

load conditions.

The costs of both the combi wall and the sandwich

wall have been estimated. Although the sandwich

wall requires a much smaller amount of steel than

the combi wall the sandwich wall proves to be more

expensive. The largest contribution in the costs of the

sandwich wall results from the welding of the steel

rings around the piles. It may be possible that in the

future the sandwich wall becomes more attractive. As

the amount of steel in the sandwich wall is relatively

small an increase in the price of steel makes the

sandwich wall economically more attractive.

Student: P. Bonte

Committee: Prof. drs. ir. J.K. Vrijling, ir. W.F. Molenaar, ir. W.J.M. Peperkamp, ir. L.A.M. Groenewegen

(Delta Marine consultants)


Hydraulic & Geotechnical Engineering �70307

“Dynamic behaviour of jetty structures under seismic conditions“

Jetty structures are relatively long structures.

Codes applied to seismic engineering, e.g. eurocode

8, do not make a differentiation to relatively

long structures. So, what is the effect of uneven

excitation on relatively long structures? Is there an

effect at all? Do the structural stresses increase/

decrease?

The earthquake load, according to the eurocode

8, is modelled by a modal analysis spectrum.

Consequently, this modal response spectrum is

applied on a modal analysis. The only information

a modal response spectrum contains, is the

information about the maximum response of a

single degree of freedom model during a design

earthquake event. The modal response spectrum

does not contain information about the time delay in

excitation. Therefore it is not possible to implement

the effect of uneven excitation when applying the

modal analysis.

This research investigates the effect of uneven

excitation on a jetty structure by the time history

method. A model has been set up according the

Euler- Bernoulli beam model. The calculation is done

for the Alkion earthquake for variable angles of

incidence. For particular angles of incidence does

the maximum bending moment peak. The cause

of this response amplification is discovered in the

transfer functions.

Time delay in excitation turns out to be important

for the occurring maximum forces/ bending

moments. Building codes should contain this

information.

Studente: H. de Brabander

Committee: Prof. Drs. Ir. J.K. Vrijling, Dr. Sc. A. Metrikine, Ir. W.F. Molenaar, Ir. L.A.M. Groenewegen

(Delta Marine Consultants B.V.)



Effects of softwood vegetation within groyne fields

Softwood vegetation can be found within a

significant number of groyne fields along the River

Waal. Vegetation is commonly known to decrease

flow, attenuate waves, alter sediment properties

and trap sediment. The total effect of these

characteristics on groyne field morphology however

is still unknown.

Within this thesis the effect of softwood vegetation

on groyne field morphology is described. The

morphological development of three test locations

along the River Waal have been determined based

on elevation measurements from 1990 until 1995

and newly conducted measurements from 2005 and

2006. At each of the test locations one groyne field

has been used for the plantation of willows while

the upstream and downstream groyne field has

been used as reference.

At each location the species, common osier (Salix

viminalis), purple willow (Salix purpurea) and gray

willow (Salix cinerea) were planted in an alternating

pattern on the upper bank of the study groyne

field. From these species the survival percentages

and yearly averaged mortality rates have been

determined.

Furthermore, hydraulic conditions (water level and

discharge) have been determined at each location

from 1990 until 2005 at each location. These

conditions have been determined by using a 1D-

model, SOBEK.

The data obtained from elevation measurements

has been used to create detailed Digital Elevation

Models to describe the morphological situation at

the time of measuring. In order to create these

models, several interpolation methods have been

assessed to determine which technique would be

best suited for this study. Elevation Difference

Maps and series of Riverbank Profiles were derived

from the Digital Elevation Models. These were used

to describe the morphological development per

location over time. Volumetric calculations were also

made to determine the effect on the total sediment

balance within each groyne field.

At each of the three test locations, the presence

of softwood vegetation has caused erosion of

the lower bank and accretion at the upper bank.

The morphological development within the

corresponding reference groyne fields differ from

the test groyne field but are consistent with each

other. It can therefore be concluded that the

found effect at the test locations is induced by

the presence of softwood vegetation. From the

calculated volumetric differences, it can be seen

that at locations were erosion has taken place at the

reference groyne fields the presence of vegetation

at the test groyne field has caused less erosion

compared to the reference fields. At the locations

were sedimentation has taken place at the reference

groyne fields, the presence of softwood vegetation

within the study groyne field has caused erosion.

The total of the processes and factors, which are

mentioned throughout this report to have an effect

on groyne field morphology, are bundled into a

conceptual riverbank model for groyne fields with

the presence of softwood vegetation. From this

model a list of desired improvements for future

riverbank models has been derived.

Student: M.T.B. van den Broek

Committee: Prof.dr.ir. H.J. de Vriend, Dr.ir. M.J. Baptist, Dr.ir. E. Mosselman, Drs. M.M. Schoor



Ever since progressive engineers came up with the

idea of creating floating structures in the sea, many

studies and models tests were performed in order to

develop the optimal floating breakwater. Although

the advantages of a floating structure seem to be

rather obvious, the use of these structures is limited,

mainly due to the complex hydrodynamic behavior,

the reliability and the costs of these structures.

International container shipping is one of the most

dynamic economic sectors of the past years. Higher

efficiency of the loading and unloading processes

and the increase in size of container vessels

contributed to the development of the Floating

Transhipment Container Terminal (FTCT).

The objective of this thesis was to analyse the

hydrodynamic behavior of the floating breakwater

and to improve the performance of the floating

breakwater. A model, the so-called Rectangular

Floating Breakwater Design Model (ReFBreak-Model),

had to be developed that served as a general design

tool to determine the dimensions of the floating

breakwater.

First of all, the calculation parameters, requirements

and boundary conditions had to be determined.

The harbour efficiency puts demands on the

performance of the floating breakwater and is an

important factor to determine whether the floating

breakwater concept is successful or not. The

hydrodynamic coefficients for rectangular floating

bodies, measured by Vugts (1970) are used in the

calculations and were extrapolated to a wider wave

frequency range. Two-dimensional calculations were

performed to determine the influence of several

structural variables on the hydrodynamic behavior

of the floating breakwater. The calculations were

performed in regular, sinus-shaped beam-on waves.

The hydrodynamic behavior of floating breakwaters

is influenced by many factors. However, only a

limited number could be analyzed in the underlying

Floating BreakwaterA Theoretical study of a dynamic wave attenuating system

thesis work. Therefore, a rectangular floating

body with varying width, draft and mass has

been assumed as the basic shape of the floating

breakwater. Hydrodynamic behavior as calculated

by the ReFBreak-model has been checked with

the three dimensional potential-theory computer

model DELFRAC to determine the reliability of the

calculations. Wave transmission to the harbour side

of the floating breakwater has been calculated for

several floating breakwater layouts as is shown in

the figure for a floating breakwater with a variable

width, draft and screen draft.

The theoretical study proves that a floating

breakwater is able to attenuate waves when the

structural layout is optimal.

- The floating breakwater is able to attenuate

regular beam waves with 17 second periods

- This kind of floating breakwater must be able

to adapt its structural appearance on the prevalent

wave periods.

- The draft-width relation is the most important

factor for the performance of the breakwater.

Since the results of this model are based on

pure theoretical calculations, further research is

necessary to investigate the influence of irregular,

oblique (Ocean) waves on the performance of the

adaptable floating breakwater.

Student: M.W. Fousert

Committee: Prof.drs.ir. J.K.Vrijling, ir. W.F.Molenaar, ir. J.L.F. van Kessel


Hydraulic & Geotechnical Engineering�0 0307

Feasibility Study on Tidal Power BarragesIncluding plant design and site selection

Tidal power is a proven technology to produce

electricity and has the potential to generate

significant amounts of electricity at certain sites

around the world. However, only limited guidance

is available for a cost efficient tidal power plant

design and the selection of a suitable site. Both

items are addressed in this study, together with a

comparison of the tidal power costs to the costs of

other (renewable) energy sources. Within this study

the possible concepts for tidal barrages have been

analysed, from which a single basin layout showed

to be the most attractive plant layout. This layout

could be combined with three generation modes;

One-way generation, Two-way generation and

generation with additional pumping.

For these concepts, a general plant design has been

analyzed, to determine the general dimension of the

essential plant components, including; powerhouse,

sluice gates, barrage dam, bed protection and

transmission lines. Aspects like cavitation and

required excavation are taken into account. The

construction costs for these components are mainly

estimated by multiplying the defined volume of

material by the unit costs.

As the turbines and further electromechanical

equipment required further detailed study, this is

studied separately from the general plant design.

From this, a turbine diameter of 5-8 m is suggested

for all sites and a method is introduced to determine

the optimum number of turbines and sluice gates.

By studying the efficiencies and costs, for One-

way generation the single regulated Bulb turbine

was proven to be the most attractive turbine type.

For Two-way generation the double regulated Bulb

turbine is suggested. This study showed that Two-

way generation is the most attractive generation

mode.

With the use of the Dynamic Tidal Power Model

the optimum plant capacity is defined together,

with the required head difference for generating.

As little was known about the effect of pumping

at tidal power barrages, this has been worked

out. Pumping water out or into the basin is shown

to be not profitable at constant electricity costs

over a day as it consumes more power than it

produces, but gains potential when electricity rates

are lower (i.e. at night). After the general tidal

power plant and turbine design were defined, the

site selection process could be worked out. The

essential parameters resulting in a valuable site

selection were determined. With this, a method

was introduced to define the attractiveness of a

site. A site that does not meet the required mean

tidal range criterion of 7 m, can not reach the most

economic design for tidal power barrages and will

lose attractiveness.

To define the economical position of tidal power

in relation to other electricity sources, the costs

of tidal power were determined. This included the

investment costs as well as the operational and

maintenance costs during its life time. Compared to

the other electricity sources, tidal power showed to

have high investment costs and low operational and

maintenance costs. From this it can be concluded

that tidal power has the potential to compete with

other electricity sources.

One of the most important recommendations which

can be made on the basis of this study is further

research in the possible environmental aspects

of tidal power barrages regarding morphology,

water level changes and impact on fish habitats. In

addition, this thesis shows that this subject should

be further elaborated as this could increase the total

feasibility.

Student: J.J. van Harn

Committee: Prof.dr.ir. M.J.F. Stive, Ir. J. van Duivendijk, Ir. H.J. Verhagen, Dr.ir. P.J.A.T.M. van

Overloop, Ir. E. ten Oever (Delta Marine Consultancy)



The sandhunger of the OosterscheldeCase study: The development of the morphology of the Galgeplaat

After the realisation of the Deltaworks, the

morphologic balance of the Oosterschelde (see

picture) has severely been disrupted. Due to the

Deltaworks the tidal prism in the basin has been

reduced sharply. The tidal trenches became to wide

and need sand to get to a new morphologic balance.

The stormflood barrier stops sediment entering the

basin from sea, a redistribution of sand from the

sandbars takes place. This explains the lowering of

the sandbar de Galgeplaat.

The goal of this research is to get more

understanding of the loweringproces of the sandbar.

In the period 1983-2001 the changing in height

of the sandbar de Galgeplaat was measured at

43 locations. In combination with the wind data

collected in that period, a data-analysis has been

carried out. This analysis learns us that after

the realisation of the Deltaworks there is still

sedimentation at de Galgeplaat, but to small to

realise a net sedimentation. The data-analysis gives

a lot of information about the deciding factors of

the erosion of de Galgeplaat. Besides that we look

at the influence of a closed barrier on the erosion

of de Galgeplaat. The data-analysis together with

several computer simulations, makes it possible to

give a prediction of the lowering of the sandbar de

Galgeplaat in the future.

Student: M.L.E.B. van der Hoeven

Committee: Prof Dr. Ir. M.J.F. Stive, Dr. Ir. Z.B. Wang, Dr. Ir. M. Zijlema, Drs. E. van Zanten.


Hydraulic & Geotechnical Engineering�2 0307

The influence of flow acceleration on the stability of stones

Bed protections are often made of granular material

and are used to prevent erosion of the bottom or

to prevent the development of scour holes near

hydraulic structures. Failure of the bed protection

can undermine the foundations of a hydraulic

structure and in the worst case lead to total failure

of the hydraulic structure.

In situations where the uniform flow is interrupted,

velocity gradients develop. It is found in

experiments and in practice that when a flow is

accelerated stones start to move before the critical

velocity has been reached. This movement is

ascribed to the existence of flow accelerations.

To find out more about this phenomenon

experiments were carried out in a flume containing

a locally tapered section in the labortatory for

Fluid Dynamics of the Department of Hydraulic and

Geotechnical Engineering.

In the tapered section the flow is accelerated

and flow conditions can be created, so that the

threshold of motion is reached. If the assumptions

are correct the stones should move before the

critical flow velocity is reached.

An attempt is made to quantify the difference

in velocity of the accelerated situation with the

velocity of a uniform situation for which the same

amount of stone movement would occur.

With the help of the 7 stages of transport defined

by Breusers (DHL, 1969) a translation can be

made from the amount of stones, that moved in

the experiments, to a Shields parameter. With this

Shields (1936) parameter the critical velocity can be

calculated for which this amount of stone movement

occurs under uniform flow conditions.

Student: M. Huijsmans

Committee: Prof. dr. ir. M.J.F. Stive, Ir. H.J. Verhagen, Dr. Ir. H.L. Fontijn



Scour around an offshore wind turbine

During the construction of the first near-shore wind

farm in the Netherlands near Egmond aan Zee,

prototype measurements are performed with the

aim to monitor the behaviour of the scour protection

around the mono-pile foundation of the wind

turbines (Dpile=4.6 m).

The sea bed around the monopile is protected

with a two-layer rock protection. Interest

goes to the scour process on the first layer,

the filter construction, under influence of the

surrounding environment. For this purpose velocity

measurements, wave characteristics and multi-beam

depth soundings are gathered to give an overall

impression of both the acting forces on as well as

the strength of the structure.

In the design phase unfamiliarity with the exact

scour process influenced by the interaction of waves

and currents was reason to carryout scale model

tests at WL|Delft Hydraulics laboratory. The present

prototype measurements serve as a reference,

verification and calibration of the scale model tests.

The filter stones have a size of Dn50F = 0.05 m,

with a layer thickness of 0.4 m to 0.7 m directly

on top of the sand of the sea bed (Dn = 250 μm).

Local conditions during the measurement are a tidal

current velocity of about 0.7 m/s and a wave height

of order Hs < 3.6 meter.

Near the pile a lowering of the filter material is

found of 0.4 m until a distance of 2 meter from

the mono-pile. For the whole filter construction an

evenly distributed average lowering of about 0.07

meter was observed, mainly influenced by tidal

current and waves. The lowering that followed by

the design formulas show a comparative lowering,

depending on the assumption for the addition of

shear stress accounts by currents and waves.

Student: W.F. Louwersheimer

Committee: Prof. dr. ir. M.J.F. Stive, ing. H.T. Van Lieshout, ir. J. Olthof, ir. H.J. Verhagen, dr.ir. A.J.H.M.

Reniers



Dealing with uncertainties in the design of bottom protection near quay walls

During a design of bottom protection near a

quay wall a civil engineer has to deal with several

uncertainties. Therefore practical experience and

insight in the consequences of the choice of the

input variables in the present design formulas is a

condition to guaranty an optimal design. To enlarge

this insight in the present design formulas several

bottom protections in the port of Rotterdam have

been investigated. Because one of the bottom

protections did not satisfy the demands of stability

required to guarantee a stable bottom protection,

this bottom protection is studied with soundings.

Using these soundings the actual level of stability

can be compared with the present design formulas.

The loads on this bottom protection differ, because

of diversity in shipping and tidal motion. Therefore

a better comparison can be made by resembling

the results of the soundings with a probabilistic

approach.

The probabilistic model is calibrated by the

sounding results and by registrations of mooring

and unmooring vessels. Out of these probabilistic

approaches insight in the influence of each input

variable can be derived. By using a combination of

probabilistic results and a fault-tree the probability

of a scour hole near a quay wall can be calculated.

With these results it is still not possible to choose

one strategy for designing bottom protections. The

impact of a scour hole on the environment of a quay

wall needs to be investigated. Therefore a study to

the interaction between a scour hole and the quay

wall is enclosed. With these results a risk based

analysis is made to evaluate the different strategies

and their consequences.

Student: A.A.Roubos

Committee: Ir. T. Blokland, Drs. R. Booij, Ir. J.G. de Gijt, Ir. H.J. Verhagen, Prof.drs.ir J.K. Vrijling


◊


“Computational modelling on the final closure gaps in the Saemangeum dam, South Korea”

The flow velocities through a closure gap in the

final construction stage can be relatively high

because the total basin fills and empties through

this closure gap. The flow velocities in this final

stage are often normative for the design of the

construction and the closing method. The stability

of the bottom protection is of main importance

during the last construction phase because scour

holes that develop too close to the construction may

cause the total construction to fail. The stability of

a bottom protection not only depends on the mean

flow velocity but on the turbulent properties of the

flow as well.

EFD.lab is a three-dimensional fluid flow model that

calculates a detailed pattern of the flow through a

closed system, like a tube or a pipeline. EFD.lab is

capable of calculating the turbulent properties in a

flow. A free water surface cannot be calculated with

this model but by using a pressure ceiling, a free

surface flow can be modelled. To investigate the

suitability of the EFD.lab model for situations with

a free water surface like a closure gap, one of the

final closure gaps in the Saemangeum dam has been

modelled with the EFD.lab model.

Because no measurements could be executed during

the closure of the dam, data about water levels at

both sides of the dam, which are needed for the

input of the EFD.lab model, needed to be estimated.

With a storage area approach, a first estimate of the

varying water level inside the basin has been made.

Subsequently the water level variation during the

closing period has been calculated in more detail

with a two-dimensional model called Waqua. The

predicted water levels have been used as input data

for the three-dimensional EFD.lab model.

Closure gap number 1 has been modelled with the

EFD.lab model. The geometry of the closure gap has

been scaled with a factor 2.5 in both the vertical as

the horizontal direction, because the computational

area in EFD.lab may not exceed 1 by 1 km. Because

the EFD.lab model does not calculate the water

level, a water level had to be imposed beforehand.

After every calculation, this imposed water level has

to be adapted to the results. The flow above the

sill appeared to be super critical and this instigated

problems in modelling the flowThe changing of

the gravitational acceleration did not influence

the results of the calculation. To investigate the

turbulence in the model calculation, the turbulent

parameters at the boundary of the model have been

changed. Changing the turbulent parameters at the

boundary of the model did influence the results.

Lowering the turbulent values at the boundaries

of the model implied less turbulence in the fluid

flow. By adapting the turbulence parameters at

the boundary of the model as well as in initial

values in the general settings, the results were

influenced in such a way that the results were no

longer plausible. Finally, the influence of changing

the roughness of the bottom surface has been

investigated. The results of the calculation with an

extra bottom roughness showed a higher maximum

mean flow velocity above the sill and higher

turbulence fluctuations.

The EFD.lab model appeared to be not very suitable

for the modelling of fluid flows with free surfaces.

Adapting the water level was time consuming and

when the flow became super critical, problems

arose. The parameters for the turbulent kinetic

energy and the turbulent dissipation in the general

settings are start values for the calculation and

therefore it had not been expected that changing

them would influence the results as much as

they were. Before the EFD.lab model is used for

turbulent calculations in a free surface flow, further

investigations are recommended.

Student: M. van der Sande

Committee: Prof.drs.ir. J.K. Vrijling, Ir. H.J. Verhagen, Drs. R. Booij, Dr.ir. A. Vrijburcht

(Rijkswaterstaat), Ir. T.J. Zitman


◊


Hydraulic fracture grouting Laboratory experiments in sand

Introduction and objectives

When a tunnel is bored under buildings, those

buildings may settle because of an over cut of

soil under the foundations by the tunnel bore

machine (TBM). A mitigation measure to reduce

these settlements is compensation grouting, which

means compensating the settlements by injection of

grout under the settled foundations. Compensation

grouting occurs in two types, compaction grouting

and fracture grouting. Fracture grouting is preferred

when settlements over a larger area have to be

compensated. Especially under a piled foundation,

fracturing is more advantageous than compaction,

because of the lower occurring local stresses with

the method of fracture grouting. Research has

shown that fractures occurred in clay and silty

soils, but the realization of fractures in sand is

more difficult. This research is meant to create

fractures in sand by grout injection, if necessary

with different grout properties. Further it is meant

to gain more insight in fracturing in sand, especially

for the implementation of the tunnelling project in

Amsterdam, where this technique has to be used

in sand. Besides those two objectives it is tried to

give insight in the efficiency and processibility of the

grout mortar.

Implementation

The test series is carried out with the same set-up

as used in the test series of Kleinlugtenbelt, 2005.

The set-up simulates the fracture grouting technique

in the field. The grout injections are carried out with

changing grout properties. Pressures, efficiency,

drainage and shape of the fractures are measured

and examined to find relations between these

results and various grout properties.

Results

The results show that grout can fracture sand. It

appears that there is an optimum of grout efficiency

and fracture geometry using various cement

entities. There are three conflicting grout properties

which occur during hydraulic fracture grouting:

- The amount of leak off

- The bleeding capacity

- The amount of particles

Between those properties there has to be found a

balance to make fracture grouting in sand possible

and most effective.

Student: M.P.M.Sanders

Committee: prof. ir. A.F. van Tol, prof. ir. J.W. Bosch, ing. H.J.Everts, ir. A.Bezuijen (GeoDelft), Dr.ir. A.

Fraaij and ir. F. Kaalberg (Witteveen+Bos)

For more information about this thesis project, please contact the department, tel. (+31) 15 27 81880.


The influence of flow acceleration on the stability of stones

There is a trend in the development of safety

concepts as well as in economical approaches

to structural design to imply more probabilistic

concepts. In this thesis work an attempt is made

to contribute to this development by describing

how structural reliability analysis can be carried out

in Geotechnics, a discipline that deals with large

uncertainties in the properties of its most important

building material - the soil. As specific subject

the structural reliability of deep excavations was

chosen, for which several examples will demonstrate

the applicability of the presented theoretical

framework. Furthermore, the Finite Element Method,

as state of the art structural analysis tool, will be

applied for the reliability assessment.

The combination of advanced models and relatively

high parameter uncertainty make the use of

uncertainty respectively reliability analysis methods

in combination with the Finite Element method

very attractive. It is a way of dealing with the

present uncertainties in a rational manner and using

advanced modeling techniques at the same time.

For this thesis work special attention was paid to

the use of Finite Element Analysis in structural

reliability concepts. It is demonstrated that, in

contrast to the common opinion, probabilistic

analyses can be carried out with an acceptable

number of calculations and that not always 100.000

samples from a Monte Carlo simulation are needed

to obtain reasonable estimates of the reliability of

a structure. The application of advanced and more

efficient concepts was part of the research.

Student: T. Schweckendieck

Committee: Prof. drs. ir. JK Vrijling, Dr.ir. PHAJM. van Gelder, Dr.ir. RBJ Brinkgreve, Ir. Ed Calle

(GeoDelft), Dr.ir. Paul Waarts (TNO)



An analysis of friction by microtunneling

Characteristic of microtunnelling is that the TBM

(Tunnel Boring Machine) and the tunnel are pushed

through the ground from the starting shaft to the

receiving shaft. Inherent to this technique is that

the friction forces grow with an increasing length of

the tunnel. In current practice it is not possible to

accurately predict the friction by microtunnelling. The

objective of this research is to improve the prediction

of wall friction by microtunnelling in common Dutch

soils.

The primary factor for higher jacking loads after a

standstill is the dissipation of water overpressures

in the layers surrounding the tunnel. Due to the

existence of arching mechanisms, the weight of the

soil layers above the tunnel is less important for the

encountered friction.

In a case project (WRK II) the influence of arching

mechanisms and lubrication is shown. Ten borings

under almost similar boundary conditions are inves-

tigated. The borings are constructed in a sand layer

covered by approximately 8 meters of peat. The

borings consist of a welded continuous steel pipe.

Two of these borings crossed a highway. Locally the

peat is replaced by sand and here the weight of the

ground column has increased. These two borings

started and ended under the peat layer. Under the

highway the wall friction was twice as high as under

the peat layers, while the weight of the ground

column was four times larger. This indicates that

arching mechanisms do occur and the influence of

the weight above the tunnel is limited.

Another boring of WRK II revealed the importance

of lubrication. During a problem with the lubrication

injection system a very significant increase in wall

friction is recorded. The influence of the lubrication is

far larger then the influence of the increase in weight

of the ground column.

In segmented microtunnels misalignment has a large

influence. This is explained as follows:

• Constant steering actions are necessary to correct

small deviations in the obtained alignment of the

boring, even at straight borings.

• Small rotations (< 0.3°) could give rise to high

stresses in the soil-tunnel interface. Theoretically

this is explained in this report by considering the

segments as blocks. In normal curves up to 50 %

of the friction can be attributed to curved boring.

In misaligned curves this percentage is higher.

• Jamming of segments which are longer then the

longest part of the TBM may occur under certain

conditions. Borings in very stiff soils (compacted

sand) and with a small overcut are vulnerable for

jamming.

The most important conclusion of this report is that

construction related factors, such as standstills, poor

lubricant injection and misalignments have a large

influence on the friction. Especially in stiff soils, in

which the TBM reacts very well onto steering actions,

the influence of misalignment and steer corrections

on the friction can be significant.

The regular friction in a microtunnel varies between

1 to 5 kN/m2. Steering actions can cause locally 150

kN/m2 or more of extra friction. Depending on the

amount of steer corrections, this leads to an increase

of several kN/m2’s averaged over the entire tunnel.

Student: N. Verburg

Committee: Prof.ir A.F. van Tol, e.a

For more information about this thesis project, please contact the department, tel. (+31) 15 27 81880.

Watermanagement ��0307

Watermanagement


Watermanagement�0 0307

Probabilistic modeling of sewer deterioration

Traditionally, Dutch municipalities apply theoretical

deterioration models without any form of validation

or calibration. This practice may result in incorrect

decisions and a cost ineffective sewer management

policy. The focus of my research was the application

of sewer inspection data for the development of a

sewer deterioration model.

Since the mid 1990s sewer inspections in

the Netherlands are daily practice for most

municipalities. Most inspections are carried out by

CCTV (closed circuit television) camera, the footage

is consequently interpreted by qualified/certified

inspectors. Regulations determine the aspects

on which the condition of the inspected pipes is

rated. For this particular research only inspection

data till 2004 is used. After 2004 a new European

sewer inspection regulation was imposed. Despite

the fact that this new regulation shows great

similarities with the ‘old’ Dutch sewer inspection

regulation, combining the two distinct datasets was

not feasible. Although inspections based on the two

regulations are not alike, the results of the research

are indicative for the application of inspection data

based on European regulations for deterioration

modeling.

A literature study on probabilistic deterioration

models learned that the failure rate model, the

Markov model and the semi-Markov model reflect

the non-continuous classification system as applied

when inspecting sewers. It was further found that

numerous models are developed for deterioration

modeling. However, most models were not

confronted with field data. In this research a first

step is made towards the application of such models

to the Dutch sewer system using field data.

Sewer inspections of the municipality of Goirle,

the Netherlands, were assessed on suitability for

sewer deterioration modeling. It was found that

most aspects, on which the sewer is assessed when

inspected, are not of interest for deterioration

modeling because:

- some aspects are hardly present in the sewer

inspection files, these aspect depends on the case

study at hand (e.g. intruding sealing material);

- some aspects do not solely assign to the structural

condition and therefore do not necessary

deteriorate over time (e.g. intruding connection);

- some aspects have a very large probability

(>50%) of not being identified when inspecting a

pipe, these aspects are longitudinal displacement

and radial displacement.

Two aspects remain, these are, ‘surface damage by

corrosion or mechanical action’ and ‘fissure’.

A case study was performed on the modeling of the

aspect ‘surface damage by corrosion or mechanical

action’ using a Markov model. The results show

that the Markov model is a good starting point for

modeling sewer deterioration.

Student: J. Dirksen

Committee: prof. dr. ir. F.H.L.R. Clemens, dr. ir. J.L. Korving, ir. W.M.J. Luxemburg, ir. M.J. Kallen (TU Delft, faculty

of Electrical Engineering, Mathematics and Computer Science), drs. ir. E.C. Ottenhoff (Witteveen+Bos)

For further information please contact the secretary of the section Water management: (+31) 15 2781646

Watermanagement �10307

Risk Assessment for Floods Due to Precipitation Exceeding Drainage Capacity

Studies on flood protection and flood damage

modeling were mostly concentrated on the floods

caused by breaches of dunes and levees since a

flood resulting from these would be sudden and

extensive and combined effects may be catastrophic

but recently attention was also given to floods

due to precipitation exceeding capacity of the

drainage canals and pumping stations of polders.

This kind of flood is neither life threatening nor as

catastrophic as the floods due to breaches of dunes

and levees but as a result of the increase in the

extreme precipitation events due to climate change

and increased land value, the risk due to this kind

of floods increased considerably, and must be

calculated.

This study aims to investigate and improve current

situation in risk assessment of floods due to rainfall

exceeding capacity of the drainage system of

polders by working on following objectives.

- To figure out if any of the commercially available

models are capable of solving this problem

considering the different nature of rainfall induced

floods in low lands.

- To prove the correlation between flood depth and

flood duration. This correlation is rather important

because proof of such a correlation will allow us to

eliminate one of these parameters, reducing the

vast workload and enabling us to calculate risk.

- To investigate the applicability of a new risk

analysis tool for calculation of risk for rainfall

induced regional floods in low lands.

Results of an extensive study on the subject showed

that none of the existing models were capable of

solving this problem. Yet due to the correlation

between flood depth and duration, it was possible

to calculate the risk. And the “risk analysis method”

was an applicable approach to this case but it

requires further improvement.

Student: U. Karamahmut

Committee: Prof.dr.ir. N.C. van de Giesen, Dr.ir. P.E.R.M. van Leeuwen, Ir. O.A.C. Hoes

For more information you can contact the section Water Management, tel. 015-2781646

Watermanagement�2 0307

The impact of the deep water extraction at the position of the fresh-salt interface

The ground surface above sea level and a

precipitation surplus are the main conditions for

the formation of a fresh water lens under the dune

area. Because fresh water is lighter than salt water,

the fresh water lens is in a dynamic equilibrium with

the surrounded brackish and salt water. (Figure

1) The dune water company South-Holland (DZH)

extracts fresh water from the dunes for drinking

water. With artificial recharge DZH tries to maintain

a dynamical equilibrium of the fresh water lens. DZH

wants to extract as many water as possible from

the deeper aquifers without reducing the size of the

fresh water. However, there is still little knowledge

about the flows and displacement of the water in

the deeper aquifers, nor is there an accurate model

of the interface and its brackish transition zone. The

research objective is to determine the sustainable

extraction capacity for the deep wells in the region

Meijendel preventing intrusion and upconing of salt

water in the wells. A second objective is to establish

the reliability of the predictions to determine the

extraction capacity.

The software that was used in order to simulate this

complex three-dimensional groundwater system is

Triwaco. This software programme was chosen out

of a comparison of available models. The advantage

of using Triwaco is that a good working model is

available and that there is experience with this

model at DZH. The disadvantage is that it does not

take into account displacement of the fresh-salt

interface.

In this study, the fresh-salt interface is represented

by two interfaces, the 300 mg Clˉ/l and 10.000

mg Clˉ/l. These iso-concentration layers are

implemented in the model as resistance layers. The

level of 300 mg/l was chosen from the perspective

of maximum tolerable chloride for drinking water

production. To determine the overall behaviour of

the fresh water lens a 10.000 mg Clˉ/l interface was

defined by DZH. Nine model layers and 8 resistance

layers are necessary to model the interface and all

presented aquifers and aquitards (Figure 2)

Because Triwaco lacks facilities to automatically

move the interface; this would have to be done by

hand. To automate this otherwise very cumbersome

process, in this study a batch-file script was

developed. This DOS script runs the program

automatically and adapts the interface elevations

and all effected parameters after each time step.

Furthermore the effect of the extra resistance layers

in Triwaco, the density distribution and the effect

on fully penetrating wells is studied to improve the

model.

After running the model for a period of 20 years,

the conclusion was drawn that the model did not

give the desired results. For instance at the well

locations Waalsdorp the interface moved to an

unrealistic high position. One reason for this is the

absence of clay layers in the Triwaco model. To

determine the reliability of the model predictions

the model is calibrated on the interface position.

The uncertainty of the newly calculated interface

depth is too large to give a plausible estimation of

the change of the interface. The predictions of the

model are unreliable due to the large error in the

calculated head and due to the low sensitivity of

the parameters, which are used to carry out the

calibration.

The conclusion is drawn that this model can not be

used for calculation of the interface displacement.

A better solution is to use the Triwaco model only

for calculation in the shallow aquifer. The data can

be transferred into Modflow for making calculations

in the deeper aquifers. The advantage of Modflow

is that all model layers can easily be included and it

takes into account automatic interface displacement

in time and the transition zone for the density

distribution.

Student: N.L.Kramer

Committee: Prof.Dr.ir.T.N.Olsthoorn, Dr.ir.C.Maas, Dr.ir.G.J.M.Uffink, J.B.Fritz


Watermanagement ��0307

Integrated water quantity and water quality control of lowland water systems

Water systems are continuously charged by a

diversity of loads. These loads differ from water

that flows into the system, like precipitation and

infiltration, to water that flows out of the system,

like drainage and evapotranspiration. To maintain

the water level and prevent inundation these

systems are equipped with pumps and inlets, which

are mainly controlled, based on the knowledge and

experience of the supervisor. This is a very effective

way to manage water systems. When these water

systems are in the Western part of the Netherlands

they may suffer from salt intrusion. As a result

of salt intrusion the surface water may become

brackish. To prevent this, the system is flushed

continuously with large amounts of water, which are

larger than necessary. The salinity of the inlet water

varies continuously. These variations combined with

the constant flush rate and varying precipitation,

cause the systems salinity levels to vary over

time. Because the salinity in the water system has

to remain lower than an absolute maximum, the

amount of water that is let in, is on the safe side,

meaning larger than necessary. This conservative

control is based on steady state calculations of

the water systems behavior. It is a low-tech, but

cheap and effective way to solve the water quality

problem. Increasing the efficiency of these system

and maintaining the effectiveness should be

possible with advanced control systems.

Therefore the objective of this master thesis is to

‘Develop a generic control system that can fulfill

the water quantity requirements of a water system

in combination with the water quality requirements

and minimizes the effort required to fulfill these

requirements.’

Several steps are taken to develop this control

system. The two most important factors, water

quality and water quality, are quite different.

Therefore water quantity and quality are separated.

For both factors the relevant processes are

described, then these processes are modeled and

at last the control methodology is being described

for the separate factors. Combining the control

methods generates several control principles, which

can be used for combined water quantity and

quality control.

A theoretical case has been created to test the

developed control principles and compare these

principles with standard control. In several cases

the developed control outperformed standard

control. The best control principles was tested on a

model of the Haarlemmermeerpolder, since real life

testing was not possible. The model was created

with data of the Hoogheemraadschap Rijnland and

Sobek, which is software from WL|Delft Hydraulics.

Advanced control works very well on the

Haarlemmermeer polder, although not as good

as was the case with the theoretical case. The

quantitative control performed as well as standard

management. Water quality levels at measuring

points were the roughly the same with advanced

control and standard management. Some

improvement were evident. There was a reduction

of flushing water and salinity level in the system

lowered as a result of redirections of saline water.

Concluding it can be noted that Model Predictive

Control performs much better than standard

management in the theoretical case on quantitative

as well as qualitative demands and shows good

salinity predictions. Some additional fine tuning of

Model Predictive Control will allow this system to

operate on its maximum. It may be concluded that

Model Predictive Control works very well in theory.

In the Haarlemmermeerpolder, Model Predictive

Control performs as good as or even better than

standard management in terms of quantitative and

qualitative demands with 10% less inlet water for

MPC. The goal of this master thesis has been partly

achieved. Unfortunately, Model Predictive Control

cannot fully fulfill the water quality requirements as

a result of model inaccuracies in some basins, but

still improves the salinity control of the system.

Student: B. van Rossum

Committee: Prof.dr.ir. N.C. van de Giesen, Dr.ir. P.J. van Overloop, Dr. B. van der Wateren – De Hoog

(Hoogheemraadschap Rijnland)


Watermanagement�� 0307

A distributed stream temperature model using high resolution temperature observations

Highly distributed temperature data are used as

input and as calibration data for a

temperature model of a subcatchment of the

Maisbich, a first order stream in

Luxembourg. A DTS (Distributed Temperature

Sensing) fiber optic cable with a length

of 1500m is used to measure stream water

temperature with a spatial resolution of 0.5

meter and a temporal resolution of 2 minutes. The

measurements are done during one

week in April 2006. In the measured temperature

profile four jumps in temperature are

seen (see Fig 1). This is caused by groundwater

sources. Using two profiles and the

assumption that the discharge and temperature of a

groundwater source is constant, these

sources can be quantified.

The four sources are used as input for a distributed

physical based temperature model. In

the model the total energy balance including solar

radiation (with shading effects),

longwave radiation, latent heat, sensible heat and

river bed conduction is calculated.

The simulated temperature along the whole stream

is compared with the measured

temperature at all points along the stream. It shows

that proper knowledge of the lateral

inflow is crucial to simulate the temperature

distribution along the stream, and, the other

way around stream temperature can be used

successfully to identify runoff components.

The DTS fiber optic is an excellent tool to provide

this knowledge.

Student: M. Westhoff

Committee: Prof.dr.ir. H.H.G. Savenije e.a.


Transport & Planning ��0307

Transport & Planning


Transport & Planning�� 0307

Dynamisch Railverkeersmanagement op knelpunten

Dynamisch Railverkeersmanagement (DVM) is

bedoeld om op het spoorwegnet effectief om te

gaan met variaties in de uitvoering. Met een groei

van het aantal treinen en hogere kwaliteitseisen die

worden gesteld biedt DVM mogelijkheden voor een

betere benutting van de bestaande infrastructuur. Dit

gebeurt door het opstellen van een beter betrouw-

baar plan of door meer vrijheden voor het regelen

van treinverkeer in de uitvoering te bieden. DVM

biedt mogelijkheden om flexibeler om te gaan met

variaties in vertrektijden en volgordewisselingen en

desondanks toch meer betrouwbaarheid biedt in de

rijtijden en aankomsttijden, en daarmee een betere

afhandeling van het treinverkeer.

Tot nu toe werd DVM alleen situationeel toegepast,

waardoor veel aandacht werd geschonken aan de

lokale omstandigheden en de plaatselijke mogelijk-

heden van DVM. Bij wijziging van deze omstandig-

heden tijdens het onderzoek gaat een deel van het

onderzoek naar de mogelijkheden van DVM verloren.

Een typologie van knelpunten zorgt ervoor dat knel-

punten van een zelfde type sneller kunnen worden

onderzocht, omdat onderzoek van naar de effecten

van DVM voor vergelijkbare situaties kunnen worden

gebruikt.

Voor één knelpunttype, een meersporig baanvak met

inhaalmogelijkheden, is voor de case Utrecht – ’s-

Hertogenbosch onderzocht wat de effecten van DVM

zijn. In verschillende scenario’s is gevarieerd met het

aantal inhaalmogelijkheden, het aantal treinen en

DVM maatregelen voor de keuze van plan- en regel-

strategie.

Uit de simulatieresultaten is gebleken dat in de

huidige situatie een uitbreiding van de infrastructuur

niet noodzakelijk is. Slechts wijziging van de plans-

trategie zorgt voor aanzienlijke verbetering. Dit geldt

voor zowel stoptreinen als intercity’s.

Bij toename van het aantal treinen blijkt dat uitbrei-

ding van de infrastructuur onafwendbaar is. De keuze

van regelstrategie wordt daarin ook steeds belangrij-

ker, terwijl ook de gekozen planstrategie nog steeds

een grote invloed heeft. Uit de simulatieresultaten

blijkt dat juist in deze situatie DVM maatregelen

een effectieve bijdrage kunnen leveren om de rij-

en aankomsttijden te verbeteren. Bij een groeiend

aantal treinen zullen de planstrategie, regelstrategie

en het aantal inhaalmogelijkheden dus steeds meer

moeten worden geoptimaliseerd.

Student: M. van Dijk

Committee: Prof.dr.ing. I.A. Hansen, dr.ir. T.J.J. van den Boom, dr. R.M.P. Goverde, ir. R. Hemelrijk

(ProRail), Ir. J. van den Top

For more information please contact the department of Transport & Planning: (+31) 15 2781681

Transport & Planning �70307

De oorzaken van de verslechterde doorstroming bij �0 km zones

In november 2005 is ter verbetering van de lucht-

kwaliteit op vier trajecten op de snelwegen rond de

grote steden in de Randstad de snelheid verlaagd

naar 80 km/u in combinatie met trajectcontrole.

Gebleken is dat na invoering van de 80 km/u maat-

regel de filezwaarte op drie van deze vier trajecten

is toegenomen. Als gevolg van deze toename is de

vraag gerezen waarom de doorstroming op deze

trajecten is veranderd na invoering van de maatre-

gel. Het afstudeeronderzoek was erop gericht om te

onderzoeken welke aspecten van het rijgedrag na de

invoering van de 80 km/u maatregel zijn veranderd

en wat voor effect dit heeft gehad op de doorstro-

ming. Voor het onderzoek is gebruik gemaakt van

geaggregeerde lusdata (1 en 15 minuten gemiddel-

den), lusdata op voertuigniveau en gedigitaliseerde

videobeelden opgenomen vanuit een helikopter. Alle

vier de (nieuwe) 80 km locaties zijn onderzocht.

In de eerste fase van het onderzoek is de capaciteit

voor en na invoering van de 80 km zones bepaald.

Hiervoor zijn verschillende methodes toegepast en

vergeleken, waaronder de empirische distributie-

methode, de productlimietmethode en het funda-

menteeldiagram. Hieruit blijkt dat de capaciteit van

de bestaande knelpunten op de trajecten significant

is gedaald na invoering van de verlaagde maximum

snelheid in combinatie met de trajectcontrole. Op

basis van de individuele voertuigdata uit de induc-

tielussen en de helikopterdata is vervolgens het

rijgedrag op de 80 km zones onderzocht. Hierbij is

gekeken naar de snelheid, het rijstrookgebruik, het

volggedrag en het rijstrookwisselgedrag.

Uit het onderzoek is naar voren gekomen dat de

verlaging van de maximumsnelheid van 100 km/u

naar 80 km/u op zichzelf niet de grootste oorzaak

is van de veranderingen in de verkeerssituatie. De

daling van de capaciteit wordt juist vroorzaakt door

de veranderingen van het rijgedrag van de wegge-

bruikers als gevolg van de snelheidsverlaging in

combinatie met trajectcontrole.

De belangrijkste oorzaken van de geconstateerde

capaciteitsdaling zijn:

• De snelheid op de wegvakken ligt als gevolg van

de invoering van de trajectcontrole onder de 80

km/h. De capaciteitssnelheid van de bottlenecks

liggen in de voorsituatie echter allemaal boven de

80 km/h, waardoor de capaciteitswaarde van de

voorsituatie niet meer kan worden bereikt.

• Door de geringere snelheidsverschillen tussen

de verschillende rijstroken en de (wettelijke)

verplichting om rechts te houden, is het percen-

tage verkeer op de rechterrijstrook toegenomen

en wordt de linkerrijstrook minder optimaal benut

dan in de situatie zonder de 80 km/u maatregel.

• Het is voor het verkeer dat de hoofdrijbaan wil

betreden moeilijker geworden om in te voegen,

omdat de gemiddelde lengte van een voertuigco-

lonne is toegenomen.

• Vanwege de strenge handhaving van de snelheid

remmen bestuurders eerder af bij het zoeken van

een geschikt hiaat dan dat ze gas geven voordat

de van rijstrook (kunnen) wisselen. Ook de door-

gaande bestuurders voeren voornamelijk rembe-

wegingen uit om een geschikt hiaat te creëren

Op basis van de resultaten van het onderzoek zijn

aanbevelingen gedaan voor de verbetering van de

doorstroming op de huidige 80 km zones en ter

verbetering van de besluitvorming omtrent nieuwe

locaties voor de 80 km/ maatregel.

Student: H.J. Harms

Committee: prof. dr. H.J. van Zuylen, prof.dr.ir. S.P. Hoogendoorn, prof.ir. F.M. Sanders, ir. J.W.

Goemans (Witteveen+Bos), drs. O.G.P. Tool (RWS Adviesdienst Verkeer en Vervoer), drs.

R. Dekker (Faculteit TBM)


Transport & Planning�� 0307

Systematische herinrichting van zwarte punten in Vlaanderen Een beslisboom en een kosten-batenanalyse

De Vlaamse overheid investeert 500 miljoen euro

voor de herinrichting van 800 zwarte punten. Dat

zijn kruispunten en wegvakken waar veel verkeers-

slachtoffers zijn geregistreerd. In dit MSc-eindwerk

zijn twee aspecten van de herinrichting van zwarte

punten in Vlaanderen beschouwd.

Ten eerste werd een beslisboom samengesteld waar-

mee systematisch bepaald kan worden wat het meest

geschikte kruispunttype op een bepaalde locatie

is. Deze beslisboom bestaat uit een tabel en negen

stroomschema’s. Met de tabel kan bepaald worden

welk stroomschema gevolgd moet worden om het

meest geschikte kruispunttype te vinden. Welk

stroomschema dat is, hangt af van de functies (of

de daarvan afgeleide categorieën) van de wegen die

elkaar op het kruispunt ontmoeten. In het te volgen

stroomschema worden vervolgens ja/nee-vragen

gesteld over de intensiteit op die wegen en over de

ruimtelijke inpasbaarheid van de mogelijke kruis-

punttypen. Aan het eind van het stroomschema is

bepaald wat het meest geschikte kruispunttype is.

Ten tweede werd een maatschappelijke kosten-baten-

analyse uitgevoerd voor de herinrichting van een zwart

punt. Als voorbeeldproject is een lichtengeregeld

kruispunt in Lier gekozen, waar een Haarlemmermeer-

aansluiting aangelegd zal worden. De belangrijkste

baten bestaan uit de in geld uitgedrukte waarde van

vermeden verkeersslachtoffers. Op basis van histori-

sche ongevalgegevens is een prognose gemaakt van

het aantal ongevallen en slachtoffers dat geregistreerd

zal worden als het zwarte punt niet heringericht wordt.

Ook werd beredeneerd met hoeveel procent het aantal

ongevallen en slachtoffers zal afnemen door de herin-

richting. Vervolgens is voor elk jaar berekend hoeveel

ongevallen, doden, zwaargewonden en lichtgewon-

den er vermeden worden door de herinrichting. Deze

baten worden in geld uitgedrukt, net als het vermeden

brandstofverbruik. De contante waarde van de totale

baten blijkt ongeveer tweemaal zo hoog te zijn als de

contante waarde van de kosten, dus het voorbeeldpro-

ject wordt maatschappelijk rendabel geacht.

Student: M. van ‘t Hof

Commissie: Prof.Dr.-Ing. I.A. Hansen, Prof.ir. L.H. Immers(K.U.Leuven), Dr.ir. J.A.A. Stoop, Ir. J. Van

Den Bossche (TV �V), Ir. P.B.L. Wiggenraad


Transport & Planning ��0307

Modeling interaction between pedestrians and revolving doors

This research implements a submodel in the

microscopic pedestrian simulation model NOMAD,

with which the functioning of revolving doors can

be analysed. Based on laboratory experiments

the model has been validated and calibrated. Two

conclusions can be drawn: firstly, a simple physical

model fits well the observed performance of the

door. Secondly, the capacity is not constant but

shown to be dependent on the flow.

Laboratory experiments

For the validation and calibration of the model, data

on pedestrian behaviour is essential. To get this

data, laboratory experiments have been performed.

The influence on the system performance was

considered by systematically changing the

experimental variables: initial revolving door speed,

flow composition, obstacles and walking direction.

By means of software that can recognize and follow

the different coloured caps, pedestrians inside the

walking area are automatically tracked. In this way

trajectories are gathered containing microscopic

walking characteristics of all observed pedestrians

like speeds, accelerations and headways.

The video images of the revolving door are used to

gather information concerning segment occupancy

and the actual revolving door speed due to

breakdowns, caused by pedestrians activating the

safety sensors.

Analysis

To analyse the performance of the different

scenarios, arrival-departure curves are made,

describing the in and outflow from the walking area.

This gives a first impression of travel times and

travel time losses.

By slanting the curves, information concerning

the capacity of the door and intensities of the

flow become visible. The derivative of the slanted

departure curve describes the throughput of

the entrance. Kinks in the curves reveal that the

capacity of a revolving door is not a constant

value. In other words, revolving doors do interact

with pedestrian behaviour, because of the safety

sensors. In order to describe the interaction

between pedestrians and revolving door, a logistic

relation was found between the number of

pedestrians in the walking area and the speed of the

revolving door.

Vrotation = Vmin + (Vmax - Vmin) * (1 / (1 + exp((-

Nped + mu) / s)))

Results

After the implementation of the behavioural

parameters and relations, the interaction can be

simulated. One of the means by which entrances

can be assessed is the level-of-service plot.

Student: R. Landman

Committee: Prof.dr.ir. P.H.L. Bovy, Prof.dr.ir. S.P. Hoogendoorn, Ir. P. Wiggenraad, Dr.ir. W. Daamen,

Dr.ir. S. Silvester(Industrial Design, DDI), H. v. Wijngaarden (Boon Edam Nederland B.V.)


Transport & Planning�0 0307

Resource Engineering �10307

Applied Earth Sciences Theses

Resource Engineering

Resource Engineering�2 0307

The recyclability of ultra light car designs

European Union legislation (Directive 2000/53/

EC) introduces high recycling targets (95% reuse

and recovery plus 85% reuse and recycling in

2015) on automotive industry especially car

recyclers. For that reason automotive engineers

and environmental specialists are looking for

technological solutions to fulfill recycling targets.

It became clear that automotive plastic recycling

need to be investigated to find out new technologies

where as much as possible different plastics can be

recovered and therefore increase total car recycling

rate (if possible). Plastics and composites applied

in a car and expanding car recycling model with

new recycling options where exergy analysis can be

calculated was the subjects in this thesis work.

Next aim of this thesis was to minimize recycling

losses occurring in car recycling system during

metallurgical processing of metals by applying

exergy concept (Chapter 6) as new tool which can

be used in design phase to avoid incompatible

material combination according to thermodynamic

constraints crucial for metallurgical treatment of

car scrap. Car recycling system was discussed not

only due to recoveries of parts or materials using

car recycling model (M.A. Reuter et al. 2006) but

also due to exergy concept and its application to

calculate quality losses within the system. Exergy

concept application within all end-of-life recycling

system was a main objective in this thesis work.

It was considered due to metallurgical processes,

physical separation unit operations and plastic

recycling options.

All objectives were related to recyclability of future

car designs and use of exergy concept and exergy

analysis to fully describe car recycling as a dynamic

system. By applying exergy concept to each unit

operation existing in one of five main parts of a

flowsheet of the recycling system optimization

model (M.A. Reuter et al. 2006) it is possible

to perform exergy balance over one of the five

main parts. At the end general exergy losses over

whole car recycling system can be calculated. This

approach allows identifying and quantifying quality

losses in the system what became crucial to truly

understand car recycling system and improve future

ultra light car designs from recycling point of view.

Student: M. Gadziala

Supervisors: Prof.dr. M.A. Reuter, Dr.ir. A. van Schaik

For further information about this master theses report you can contact the faculty of Resource Engineering: + 31 15 27 81328

Petroleum Engineering and Geosciences ��0307

Petroleum Engineering and Geosciences


Petroleum Engineering and Geosciences�� 0307

Using Real Data to test Reservoir Model Updating with the Ensemble Kalman Filter

On average only one third of the oil in a reservoir

is recovered, the majority is left behind in the

subsurface. A promising method for increasing the

recovery from a reservoir is by applying a closed-

loop reservoir management strategy [13]. This

strategy uses an optimisation procedure and a

model updating procedure (updating the reservoir

model on the basis of measurements to improve its

predictive capacity).

In previous research the Ensemble Kalman Filter, a

model updating method, is used to update reservoir

models on the basis of synthetic data. The objective

of this research is to assess the performance of the

Ensemble Kalman Filter when it is used for reservoir

model updating on the basis of real production

data. The source of this real data is the X field. In

this field three out of four wells are equipped with

permanent downhole pressure gauges. The X field

data includes well tests, interference tests and

production log tests.

Specific goals are: to identify what kind of

performance can be expected based on the

theoretical formulation of the EnKF, to identify

what preparation the data and the reservoir model

require before it can be used in a data assimilation

experiment, to identify what settings and choices

are critical in a data assimilation experiment with

the EnKF and to identify problem areas and to come

up with possible solutions.

In this research two experiments are conducted in

which the EnKF is used to update reservoir models

on the basis of real data. Based on the procedure

of setting up these experiments and on the results

that were generated, conclusions on the goals and

objective of this research are formulated.

The main conclusion is that updating reservoir

models with the EnKF on the basis of real data can

improve the match of the model to the historical

production data. Updating the skin for every

interval while assimilating well test and production

log test data is an example of a case where the

EnKF perform well. When too many parameters are

updated the performance of the EnKF weakens due

to poor statistics from the ensemble. An example

is updating the permeability in every gridblock in

addition to the skin.

The definitions of the initial ensemble and of the

output uncertainty are critical in the set up of the

experiments. The definition of the initial ensemble

includes the choices of the parameters to update,

their range of uncertainty and the number of

ensemble members. The output uncertainty is a new

defined parameter in the EnKF that combines the

effect of the measurement error, the model error

and the non-linear terms in the relation between

model parameters and measurements.

Reducing the model error in the prior model by

including more physics and by modelling in more

detail will result in a different and likely better

parameter update.

The recommendations for further research are to

look for techniques of improving the quality of the

initial ensemble and to look for ways of reducing

(the effect of) non-linearity in the relation between

a model parameter and a measurement.

Student: H.J. de Boer

Supervisor: Prof.dr.ir. J.D. Jansen

For further information please contact the secretary of the section Petroleum Engineering: (+31) 15 2781328


Sediment Mass Balance Study of the late-Holocene Prodelta on the Northern Adriatic Shelf

The late Holocene stratigraphic record in the

Adriatic Basin developed during a relatively stable

highstand of the sea level. Among the highstand

deposits, preserved in the stratigraphic record, are

the modern Po delta and an elongated prodelta

on the Adriatic shelf. The base of these deposits is

dated at 5.500 years BP.

This study demonstrates a stochastic simulation that

derives sediment mass estimates from seismic travel

time data of the prodelta. The simulation shows

that data density and porosity are the main factors

contributing to uncertainty in the estimates.

This study shows a match between the mass of the

stratigraphic record and calculated sediment flux

into the basin. Sediment flux simulations of rivers,

draining Alpine and Apennine source areas, result

in an estimated 3.2 x 105 Mt. (with uncertainty, σ =

0.64 x 105 Mt.) of sediment delivered to the Adriatic

Basin for the past 5.500 years. The mass of the

prodelta is estimated at 2.0 x 105 Mt. (σ = 0.1441 x

105 Mt.) and the calculated mass of the Po delta is

0.7 x 105 Mt. (σ = 0.1441 x 105 Mt.)

Within the range of uncertainties, the sediment

supply matches the mass of the prodelta and Po

delta. This match implies that for the past 5.500

years, virtually all of the delivered sediments are

preserved in the stratigraphic record. The Adriatic

Basin can therefore be considered as a semi-

enclosed basin.

Student: W. Bron

Supervisors: Dr. G.J. Weltje, Drs. M. Brommer

For further information please contact the secretary of the section Reservoir Geology: (+31) 15 2781328


An Integrated Study into the Reservoir Characteristics of Miocene Mangrove Deposits of Mallorca

Several oil reservoirs around the world are

producing from carbonate mangrove deposits.

Little previous research has been undertaken on

fossil mangroves, especially regarding their lateral

heterogeneity, structure, permeability and porosity.

This has resulted in a relatively poor understanding

of reservoir mechanisms and consequent reservoir

performance of such reservoirs. This integrated

study on outcropping mangrove deposits provides

insight into the properties of mangrove carbonate

reservoirs.

A series of Miocene carbonate outcrops along

the south eastern coast of Mallorca include fossil

mangrove deposits. These rooted intervals are

part of the Santanyi Limestone and subject of this

integrated study. First, a literature study was done

on the geology of Mallorca. This was followed by

a literature study on mangrove environments in

order to understand the depositional environment

of the Santanyi Limestone and its resulting specific

reservoir characteristics.

Three weeks of fieldwork were undertaken during

which sedimentological and petrographical data

were collected from 12 logged outcrops in order

to examine petrophysical properties and lateral

heterogeneities. Rock samples were taken and were

analysed to elucidate their porosity, permeability

and petrophysic characteristics. From these data, a

sedimentological model was established.

The outcrop data were used as a framework to build

a three-dimensional static reservoir model using the

software package Petrel. Rock properties measured

from the rock samples were used to populate the

facies model with porosity and permeability data.

The Petrel model was then imported into Eclipse in

order to make a dynamic model. In this software

package several well placement scenarios were

simulated as if the Santanyi Limestone and

surrounding facies would have been a reservoir.

The main outcome of the study was that the low

horizontal and high vertical permeabilities of the

mangrove facies strongly favour field development

using horizontal wells.

Student: H. Coppes

Supervisors: Dr. J. Noad, Prof.dr. S.M. Luthi

For further information please contact the secretary of the section Reservoir Geology: (+31) 15 2781328

Petroleum Engineering and Geosciences �70307

Enhanced mass transfer of CO2 gas into water by density driven natural convection

Global warming has increased interest in

quantification of the dissolution of CO2 in (sub)-

surface water. In all cases of practical interest CO2

is present above the water. Dissolution of CO2

into water causes a density increase, with respect

to pure water. This density effect causes natural

convection, which enhances the mass transfer rate

across the interface. To our knowledge, only a few

studies have been carried out to experimentally

investigate this mechanism.

This article describes, a series of experiments done

in a cylindrical PVT-cell, where an over pressured

volume of CO2 gas was brought into contact with

a column of distilled water. The Rayleigh number

is of the order of one million whereas the Schmidt

number is of the order of five hundred. The results

show that the mass transfer rate across the

interface is much faster than predicted by Fick’s

second law. This mass transfer rate turned out to

increase with increasing gas pressure.

A theoretical interpretation of the observed effects

has been proposed, based on diffusion and

natural convection phenomena. The ensuing

equations have been solved for the steady state case.

Convection effects are no longer dominant in the

long term and the mass transfer rate becomes a

diffusion process. The experimental data allow the

determination of the diffusion coefficient. Its value

agrees with values presented in the literature.

Student: H.A. Delil

Supervisors: Dr. J. Bruining



Simultaneous Measurements of Capillary Pressure and Dielectric Constant in Porous Media from �0 Hz to � MHz

An experimental procedure is presented with which

the capillary pressure (P¬¬c) and the dielectric

constant (ε) of a porous medium can be measured

simultaneously. The equipment is designed to

conduct measurements under constant pressures

(up to 20 bar) and constant temperature conditions

for the unconsolidated sand- water-gas (N2 and

CO2) system. Pc is defined as the averaged

pressure difference between the bulk gas and

water pressures within the system and ε is obtained

utilizing an impedance tool. The tool design consists

of a porous medium sample holder acting as a

parallel plate capacitor. A precision component

analyzer measures the complex impedance and

phase angle as function of frequency during

displacement processes and its value is directly

related to the effective dielectric constant of

the mixture of grains, water and gas phase.

We have validated the set-up for reproducible

capillary pressure curves with the different gases

injected. Moreover, the accuracy of the dielectric

measurements is higher than 96% using calibration

substances with known dielectric properties. The

aim of this study is to get an understanding of the

hysteresis in Pc and ε between the drainage and

imbibition processes in terms of phase distributions,

frequency dependence, and interfacial area factors

which may exert influence on it. We propose that

there is a direct relationship between the interfacial

interactions within the systems and ε. The capillary

pressure and the dielectric constant are functions

of the water saturation therefore there is a direct

relation between both physical properties and their

hysteretic behavior is the evidence of this.

Student: L.M. Moreno Tirado

Supervisors: Dr. J. Bruining, Dr.ir. E.C. Slob, Ir. W.J. Plug



Recovery Enhancement by Injection of Low Quality Steam with Volatile Oil

It is generally expected that consideration of non-

conventional oil resources and new technologies

in exploitation and exploration will enhance the

future oil reserves. Different sources quote different

values for these increased reserves. However,

it is generally agreed that the same order of

recoverable heavy oil exists as remaining reserves

of conventional oil.

Several methods are used in the production of

heavy oil, such as hydrocarbon gas injection and

thermal methods, e.g., hot water, steam and in-situ

combustion. Steam injection into heavy oils has

been applied over the last 40 years; however, the

mechanisms and effectiveness of this process are

poorly understood. It is possible to improve the

efficiency of the steam recovery process by adding

distillable oil to the injected steam and tested in the

field successfully in 2005.

In this study, steam drive recoveries of oil with

and without volatile oil (alkanes) are compared.

As opposed to previous studies where high quality

steam is used, this study is focused on the low

quality steam injection. The most interesting result

of this study is that the recovery enhancement due

to volatile oil, which is clear for high quality steam,

is much less for low quality steam. For the modeling

of the experiments the STARS simulator is used.

Student: M.N. Guy

Supervisors: Dr. J. Bruining


Petroleum Engineering and Geosciences70 0307

Stress estimation and gas detection from seismic reflection coefficients at a non-welded interface

We investigate the possibility to estimate effective

stress and detect gas from seismic reflection

coefficients at a non-welded interface. The

interface is represented by a planar distribution

of penny-shaped cracks, resulting in a linear slip

boundary condition with a normal and a tangential

compliance. These compliances change as the

planar crack density decreases exponentially (due

to crack closure) with increasing effective stress.

The media above and below the interface are

vertical transverse isotropic (due to horizontal

inclusions, fractures or fine layering) and their

elastic coefficients are taken from empirical data

(dependent on effective stress and pore infill). We

compute quasi-PP, -SvP, -SvSv and -PSv reflection

coefficients for several realistic scenarios with

varying angles of incidence at different stress

states with different pore infill (brine or gas). Both

effective stress and pore infill affect the model in

two ways: a) through the elastic coefficients of the

upper and lower media, and b) through the interface

compliances. Both effects have significant impact

on the computed reflection coefficients and their

interplay can easily cause misinterpretations. We

show how the slip induced effects can approximately

be separated by taking the imaginary part of the

reflection coefficients. Alternatively, taking the real

part of reflection coefficients can correct for slip

effects in AVO. We invert the synthetic reflection

coefficient data as generated by the forward model

for the vertical effective stress component and

for the compliance ratio, being an indicator for

crack infill properties. Our analysis reveals that

the inversion requires a priori measurements of

the vertical wave velocities at each stress state,

an estimation of anisotropy and some (theoretical

or empirical) relation between fracture compliance

and effective stress. We introduce error bars in the

estimated stress considering errors in the input

wave velocities. Our inversion results demonstrate

that we are able to estimate both compliance ratio

and effective stress, assuming that an accurate

stress-compliance relation is available. Both

estimations yield best results at normal incidence,

where the inversion can be approximated by a

simple linear expression, relating the imaginary part

of the AVO intercept directly to the compliance.

Realistic changes in crack infill have more influence

than realistic changes in effective stress; thus the

suggested approach has more potential for gas

detection than for stress estimation.

Student: J. van der Neut

Supervisors: prof. dr. ir. C.P.A. Wapenaar and prof. M.K. Sen, PhD

For further information please contact the secretary of the section Applied Geophysics and Petrophysics: (+31) 15 2781328

Petroleum Engineering and Geosciences 710307

Produced Water Re-InjectionExperimental Investigation of the Effect of Flow Rate on Filter Cake Build-up in Fractures

Attempt has been made by means of laboratory

investigation to quantify the effect of standard flow

parameters on the formation of external filter cake

in water-injection fractures. The approach was to

simulate three flow regimes in fractures during

produced water re-injection. The simulated zones

are the entrance to the fracture adjacent to the

wellbore; a region in between the wellbore and the

fracture tip; and finally the region at the fracture tip

where leak-off is least. All the parameters of interest

were kept more or less constant except for the

permeate and crossflow velocity that were varied

to see what the impact would be on the process of

cake formation.

Five experiments were conducted with different

combinations of crossflow and permeate velocity.

Results indicate that at regions in the fracture close

to the wellbore, decrease in injectivity could be

dominated by external filter cake formation. The

low permeate rate relative to the crossflow flow

rate ensures that formation damage is gradual. A

comparison of the result of the last two experiments

underscores the relevance of crossflow flow on

external cake formation and the associated erosion.

Based on the experimental conditions, it was

concluded that a relatively high crossflow flow rate

will result in accelerated external filter cake erosion.

Student: C.C. Obeta

Supervisors: Prof.dr. P.K. Currie, Ir. A.H. de Zwart

For further information please contact the secretary of the section Petroleum Engineering: (31) 15 2781328

Petroleum Engineering and Geosciences72 0307

Modeling sediment storage in a tidal dominated delta, the Fly River, Papua New Guinea

Tide dominated deltas are not studied so

extensively as river-dominated and wave-dominated

deltas. Through modeling of a tide dominated delta,

insight will be achieved about the influences of tidal

and fluvial processes on sediment transport and

deposition in these tide dominated environments.

Process based modeling of tide dominated deposits

makes it possible to distinguish the controls of

tidal depositional processes on the depositional

architecture in terms of reservoir properties. Due

to the fact that tide-dominated deposits are very

heterogeneous, process based modeling of these

deposits could support high resolution correlation

and delineation of reservoir flow units.

The objective of this research was to model the

sediment storage in the tide dominated delta and to

study morphological changes in the delta at annual

conditions and due to variable river discharge and

sediment load.

The research method involves process based

modeling with the Delft3D modeling software.

Here several scenarios have been executed while

varying parameters, which control river and tidal

influences. The simulation results were used to

study the sedimentation pattern development and

morphological changes within a tide dominated

delta. This research uses the Fly delta, in Papua

New Guinea as case study area, with the focus

on the area between the apex and the mouth

of the delta. Depth average velocity and yearly

sedimentation rates were used as criteria to select

the most suitable scaled sediment load scenario

for the simulations. Bed level study shows that the

sedimentation rates varies within the delta, with

highest sedimentation in the mid-delta area, and

lowest at the channel mouth. Decrease in sediment

deposition during low flow conditions was relatively

larger, while the high flow conditions causes a

smaller increase in sediment deposition. The El

Niño extreme low flow scenario shows a predictable

result of only sediment deposition at the delta

apex, due to low velocity and low river discharge,

sediment has not been transported towards

downstream area. With tide and without tide

scenarios, resulted into differences in sedimentation

patterns, based on grainsize characteristics. The

morphological development shows that changes

around a specific island has resulted scouring of the

channel bottom at tidal conditions and deposition

of coarse grained sediments along the sides of

the channel. Further it was distinguished that the

highest sand accumulation has been occurred at

the upstream part of the island and the highest clay

sedimentation at the downstream part of the island.

This characterizes an important difference between

more fluvial-dominated deltas and tide-dominated

deltas. The main problem during modeling was

related to the scaling of the model according to

the Fly delta geometry and flow conditions. This

was caused by the Delft3D model limitations, for

size and resolution of the model grid. Overall we

conclude that longer-term simulations create the

possibility to study the morphological development

within the delta in more detail.

Student: N.R. Sheombarsing

Supervisors: Prof.dr. S.B. Kroonenberg, Dr.ir. I. Overeem, Dr. J. Storms, Dr. G.J. Weltje

For further information please contact the secretary of the section Applied Geology: (+31) 15 2781328

Engineering Geology 7�0307

Engineering Geology


Engineering Geology7� 0307

The investigation on the formulation of a new design code for MV-piles

This thesis investigates, whether the current

design code for MV-piles is still valid or needs to

be updated, because these days the used piles are

much larger, than the time when the current code

was formulated. In order to check if the current

code is still valid, the t-factor in the formula below

was calculated for forty-seven piles, using the

bearing capacity derived from the pile load-tests.

In which:

• Fpile = Bearing capacity

• qav = Average cone resistance over the length

where shaft resistance is mobilised

• L = The active length of the pile

• O = Circumference of the pile

• αt = coefficient for the shaft friction = 1.4 %

From the analysis of the dataset it followed that the

current design code does not fit this dataset, since

no constant value of 1.4% for the αt-factor was

found. In stead of a constant value for the αt-factor

a negative relation between the circumference and

the αt-factor found. This leads to an overestimation

for the piles with large circumferences and

thus to dangerous situations. Therefore various

modifications of the current design code where

investigated in order to give a better prediction for

also the larger piles.

The following method gave the best predictions for

the dataset:

This formula differs from the old one on the

following two aspects:

• CV = Calculation value for the circumference of

the pile

• W = width of the pile

• H = height of the pile

• t = 2.5 %

The final conclusion of this thesis is to use the

lowest value for the bearing capacity that is

predicted with either the formula above or the

existing formula. The differences in correctly

predicted bearing capacities between both methods

where too small to replace the current formula by

the new one. But since the new formula does not

overpredict the bearing capacity of the larger piles,

this will lead to safer design of MV-piles.

Student: R.L. van Hof

Supervisors: Prof.ir. A.F. van Tol

For further information please contact the secretary of the section Engineering Geology: (+31) 15 2781328

FPile

qcav

L⋅ CV⋅ α t⋅ qcav

L⋅ 2 W⋅ 0.38 H⋅+( )⋅ 0.025⋅

FPile

qcav

L⋅ O⋅ α t⋅

Engineering Geology 7�0307

Influence of spatial correlation length on predicted settlements of a road embankment

In the common geotechnical engineering practice

the shallow subsurface is often modelled in several

layers by assigning to each of these average

material properties. However the reality is quite

different. The soil properties are characterized

by spatial variability within each homogeneous

lithological unit. This variability can be taken into

account by incorporating the value of the spatial

correlation length on the simulation results. The

spatial correlation length describes the distance

over which a random variable tends to be correlated

in the underlying Gaussian field. A large value of

spatial correlation length describes a smoothly

varying field, while a small value implies a ragged

field.

The objectives of this Graduation project are to

extract the value of the spatial correlation length

for a specific case study and to investigate its

influence in the settlement calculations of a road

embankment. The study area deals with the A2

highway connecting Amsterdam and Utrecht. A

representative section of 8,5Km was analyzed and

data were gathered from 248 Cone Penetration

Tests, 35 Boreholes and a Geophysical survey of

2,5Km length (Consoli Test). The project consists

of 4 major sections. Firstly the methodology used

for the processing of the data set is given (CPT,

Borelogs and Geophysical outcomes). In the second

section a literature review is performed and three

different techniques for the quantification of the

spatial variability are presented (Moving Average

Window Technique, Autocorrelation Function, and

Semivariogram Function). Based on the evaluation

of these techniques the Semivariogram technique

was the one selected for the extraction of the

spatial correlation length. By implementing the

semivariogram function in every lithological unit

50 different three dimensional lithological maps of

the Holocene deposits were made. By importing

that lithological information in the settlements

calculations (Finite Element Method) 300 hundred

simulations were performed along and across the

road axis for three representative locations. The

methodology of creating a lithological random

field is followed. Furthermore the outcomes of

the realization technique are compared with the

outcomes of the classical approach which is used in

the common Civil/Geotechnical Engineering practice.

(This work was supported by TUDelft and TNO-

NITG/Nederland’s Institute for Applied Geosciences)

Student: S. Kalamatas

Supervisors: Prof.dr.ir. F. Molenkamp, Dr.ir. D.J.M. Ngan Tillard

For further information please contact the secretary of the section Engineering Geology: (+31) 15 2781328

Engineering Geology7� 0307

Plaxis Soft Soil Creep: de toepassing van een isotroop kruipmodel op de anisotrope ondergrond

In met name West-Nederland bestaat de ondergrond

voornamelijk uit slappe klei- en veenlagen. Bij het

aanbrengen van een maaiveld belasting zullen er in

deze slappe grondsoorten verticale en horizontale

vervormingen optreden. Voor het berekenen

van de vervormingen zijn verschillende modellen

beschikbaar. Het 3-dimensionale SSC model is

echter het eerste materiaalmodel in Plaxis waarin

kruip is geïntroduceerd. Dit model is gebaseerd op

het 1-dimensionale a,b,c-Isotachenmodel.

Uit praktijk ervaring blijkt dat bij de aanbevolen

omrekening van de a,b,c-Isotachen in SSC

samendrukkingsparameters de zetting van het a,b,c-

Isotachenmodel niet in overeenstemming is met de

zetting volgend uit een 1D SSC berekening. Dit is de

belangrijkste rede dat dit onderzoek is opgesteld.

Er is onderzoek gedaan naar de oorzaak van dit

verschil, hetgeen vervolgens is gevalideerd a.d.h.v.

een samendrukkingsproef en een case. Verder is

het SSC model beschreven en gevalideerd aan 2D

vervormingen. Het algemene doel van dit onderzoek

is het verbeteren van de praktische toepasbaarheid

van het SSC model.

Uit modeltechnisch onderzoek blijkt dat de zetting

van het SSC- en a,b,c-Isotachenmodel bij een

1D berekening exact met elkaar overeen moeten

komen onder de voorwaarde dat de verhouding

horizontale / verticale spanning constant is. Bij een

niet constante verhouding ontstaan er verschillen

die normaliter te verwaarlozen zijn. De simulatie

van een samendrukkingsproef bevestigt dit, de

No-Recess case echter niet. De oorzaak hiervan is

het op een andere wijze in rekening brengen van

onderwaterzakken (bij de samendrukkingsproef

speelt onderwaterzakken geen rol). In Plaxis (SSC)

is onderwaterzakken correct geïmplementeerd,

MSettle (a,b,c-Isotachenmodel) benadert

onderwaterzakken. De verschillen tussen de

modellen ontstaan dus t.g.v. de implementatie in

verschillende rekenprogramma’s.

Bij het beschrijven van het SSC model voor

2D vervormingen blijkt de K0nc-afhankelijke

M parameter een belangrijke modelparameter.

Aandacht is daarom besteed aan de bepaling

van deze parameter. Een K0-C.R.S. proef geeft

realistischere waarden voor M(K0nc) dan de

vuistregel van Jaky. Verder heeft de geometriekeuze

(axisymmetrisch of plane strain) en de bepaling

van de doorlatendheid significante invloed op de

resultaten.

Bij de No-Recess case is de anisotrope ondergrond

gemodelleerd met het isotrope SSC model. De

gevonden horizontale vervormingen sluiten bij

een juiste parameter- (doorlatendheid en M) en

geometriekeuze (axisymmetrisch of plane strain)

goed aan bij de gemeten vervormingen. Voor

de zettingen geldt dit echter niet. Het model

overschat de zettingen vooral in het begin van de

ophoogfase. Niettemin lijkt het model de horizontale

en verticale kruip én horizontale / verticale

vervormingsverhouding goed in te schatten. Bij de

gekozen parameters is de anisotrope ondergrond

daarmee goed met het isotrope SSC model te

simuleren.

Student: R. Servais

Supervisors: Prof. ir. A.F. van Tol, Ing. H.J. Everts, Dr. ir. R.B.J. Brinkgreve, Ir. H. L. Jansen

(Fugro), Ir. W.H.J. van der Velden (Fugro), Dr. ir. D. J. M. Ngan-Tillard (coördinator

Ingenieursgeologie)

For further information please contact the secretary of the section Engineering Geology: (31) 15 2781328

Offshore Engineering 770307

Offshore Engineering Theses

Offshore Engineering7� 0307

Conceptual Design of a Tension Leg Platform Optimized for the Heerema Group capabilities

In the search for offshore hydrocarbons many

platform concepts have been developed over the

years. One of those concepts is the Tension Leg

Platform (TLP), a floating platform connected to

the seabed by vertical tubulars, called tendons,

which are under permanent tension using excess

buoyancy of the platform. The three companies

within the Heerema Group have been involved in

the engineering, fabrication, transportation and/or

installation of more than 70% of all TLP projects

since the installation of the first TLP by the Semi-

Submersible Crane Vessels (SSCVs) Balder and

Hermod.

In general, two different installation methods for

TLPs can be distinguished: self-installation and

installation assisted by a crane vessel. Self-installable

TLPs are usually considered to be integrated TLPs,

i.e. the mating of the hull and the topsides has been

completed in the yard and the integrated TLP is

transported to the installation site. The impact of

stability requirements on the hulls of self-installable

TLPs during the installation can be significant and

may result in a hull design which is not optimal for

in-place conditions. By suspending the TLP in a crane

during the installation, i.e. crane-assisted installation,

the impact of the stability requirements on the hull

can be reduced and more optimised hull designs can

be achieved. As a consequence, these optimised

hull designs have insufficient stability for a freely

floating hull with integrated topsides. Therefore the

installation is split into two phases: first the hull is

installed, followed by the offshore installation of

the topsides. This leads to a considerable increase

in installation time. A combination of these two

installation methods is presented in this study as

the preferred installation method for the Heerema

Group: crane assisted installation of an integrated

TLP.

A basis of design has been developed for a TLP in

West-Africa in 500m water depth. The boundary

conditions have been based on a reference TLP in

Equatorial Guinea, an integrated TLP which has been

self-installed. Finally a conceptual design for the

Heerema Tension Leg Platform (HTLP) is presented.

The installation of HTLP has been investigated

for sea states with a probability of exceedence

around 50% in both Equatorial Guinea and Angola.

The dynamic hook load fluctuations in the cranes

have been investigated for several installation

configurations of the HTLP and the SSCV Thialf. A

dual crane installation proved to be preferable over

a single crane installation. Brinkhuis.

jpg

Both the hull and the transportation and installation

process of the HTLP have been compared to

competitive TLP designs. Compared to the reference

TLP, the hull efficiency can be increased, which can

result in a decrease in the hull mass of 11%. The

total time of transportation and installation can be

reduced by 16% compared to separate hull and

topsides installation. This can result in a reduction

of 23% on the installation and transportation costs.

For water depths ranging from 500m to 2000m the

HTLP can compete with existing TLP designs, with

respect to displacement. The influence of composite

tendons on the displacement of the HTLP has also

been investigated. For depths exceeding 1200m,

composite tendons can result in a significant

decrease of the displacement of the HTLP.

Although the conceptual design presented in this

study is by no means an optimal design for the given

environmental conditions, it does provide insight in

the potential of a TLP optimised for both in-place

conditions and the capabilities of the Heerema

Group. It is concluded that such a TLP can be

advantageous compared to competitive TLP designs

and it is recommended that more research will be

conducted in the feasibility of a Heerema Tension

Leg Platform.

Student: H.T. Brinkhuis

Sponsor: Heerema Marine Contractors

Committee: prof.ir. J. Meek, ir. G.H.G. Lagers, ir. H. Boonstra, ir. R. Zoontjes

For more information please contact the department of Offshore Engineering: (31) 15 2781328

Offshore Engineering 7�0307

Development of the Yoke Quay Mooring Concept (YQM)Weathervaning LNG Terminal in Shallow Water

Introduction

The objective is of the thesis study was to develop

a concept design for a freely weathervaning LNG

terminal in a water depth of 16 meters, in a West-

African environment (Nigeria), which survives the

100-year conditions and which is operable up to the

1-year extreme conditions.

The terminal must be suitable for non-dedicated

LNG carriers with a mid-ship manifold and

conventional mooring line facilities. The LNG carrier

has a capacity of 135000 cubic meters. Submerged

cryogenic swivels or flexible cryogenic hoses are

not permitted in the terminal design. Proven LNG

loading arms are to be used.

In operational conditions, the relative motions

between the mid-ship manifold on the LNG carrier

and the LNG loading arms on the terminal must

remain below the allowable limits. The loads in the

mooring lines may not exceed the maximum safe

working load. In survival conditions the minimum

allowable keel clearance is 1 meter.

Yoke Quay Mooring Concept

Three terminal concepts have been developed

and analyzed using the AQWA software for

hydrodynamic calculations. The selected concept is

Yoke Quay Mooring (YQM) Concept 1 (see figure 1).

The concept consists of three main elements; the

floating quay structure, the connection method of

the quay to a fixed tower and the mooring system

for LNG carriers.

A semi-submersible structure was selected as

a quay structure. The quay has a limited width

in order to make the loading arms suitable for

operation at both sides. Eight quay designs have

been analyzed. The seventh quay design has the

best motion behavior in survival conditions and the

smallest loads in the mooring lines in operational

conditions. This quay design is shown in figure 2.

The Soft Yoke Mooring and Offloading system

(SYMO) developed by SBM for the application of

LNG offloading, was selected as the most suitable

method to moor the quay to the fixed tower. The

SYMO allows a “soft” response and consequently

the quay follows the motions of the LNG carrier.

In this way the motions of the loading arms under

operation and the loads in the mooring lines are

limited.

The solution of a side-by-side mooring arrangement

was selected to moor the LNG carrier to the quay.

No adjustments to the carriers are required.

Conclusion

The technical feasibility of the Yoke Quay Mooring

Concept has been established. However the

operability in 1-year extreme conditions is limited

in case of cross environments. The results of the

operability study will be improved by including

damping coefficients and shielding effects in the

AQWA calculations.

Student: E.W. Heerema

Sponsor: GustoMSC

Committee: prof.dr.ir. J.A. Pinkster, A. Metrikine PhD MSc, ir. G.H.G. Lagers, ir. A.J. van der Spek


Offshore Engineering�0 0307

A Practical Assessment of Lateral Buckling Sensitivity of Subsea Pipelines

Increasing numbers of subsea pipelines are required

to operate at very high pressures and temperatures.

A subsea pipeline operated at temperatures and

pressures above ambient will expand. If the pipeline

is restrained, e.g. by soil friction, axial compressive

stresses will develop as temperatures and pressures

increase. In case these axial compressive stresses

reach a critical value and the pipeline is not buried,

they may lead to lateral movement of the pipeline.

This phenomenon is called lateral buckling and

may be a problem if the stresses and strains in

the pipeline exceed the design criteria. As a result

lateral buckling has to be considered during the

design of subsea pipelines where high pressures and

temperatures occur.

Buckling theories have produced several methods

and models to assess the susceptibility of

pipelines to lateral buckling. However, results of

these methods and models are felt to be very

conservative. If a discrepancy between theory and

reality does indeed exist, unnecessary costs deriving

from conservative designs are incurred during

construction of pipelines. The objective of this

study is to develop a tool, which is able to compare

theoretical results with actual operational data

with respect to the initiation of lateral buckling, to

confirm the theoretical discrepancy (if any) and help

to identify the causes. This tool has been called the

Buckle Indices – Method (BIM).

Based on literature studies a number of key

parameters has been identified that influence the

initiation of lateral buckling. These are: effective

axial force at which buckling occurs (Sbuckle), lateral

resistance (Rl_breakout), axial resistance (Ra_

breakout) and the actual out of straightness (O0).

All key properties of the pipeline with respect to

lateral buckling are described by the axial stiffness

(EA) and bending stiffness (EI). Combining the key

parameters with the key properties by means of

dimensional analysis, leads to four dimensionless

parameters. They are: πforce, πlateral_friction,

πaxial_friction and πOOS. These dimensionless

parameters characterise the initiation of buckling

and are called Buckle Indices.

Finite Element Modelling (FEM) has been used to

analyse the relationships between the different

Buckle Indices. This analysis demonstrated that the

force at which buckling is initiated is independent

of the axial resistance. Therefore the initiation

of buckling can be described by means of three

Buckle Indices. Combining these Buckle Indices

in a graph enables identification of the following

areas : no buckling, buckling possible and buckling

taking place. The combination of Buckle Indices has

been chosen such that the area “buckling possible”

is reduced to a minimum. This has been done by

plotting πforce / πlateral_friction as a function of

πOOS.

The operational data of the pipelines used in this

study have been provided by NAM or Shell Expro.

Predetermined criteria have been used to select

pipelines which were thought to be most susceptible

to lateral buckling. From this selection of eight

pipelines, only one was reported to have actually

buckled laterally. Part of the operational data needed

to calculate the input parameters of the BIM was not

available. Therefore the results of the BIM based on

operational data, should be treated with care.

By comparing the results of the BIM based on FEM

and based on operational data, a discrepancy has

been shown, indicating that FEM is conservative.

Reasons for this may be an incomplete soil model

in FEM, errors in the results of the BIM based on

operational data due to lack of accurate actual soil

data or an overestimation of the actual effective

axial force in a pipeline due to free spanning.

Student: M. van Heel

Sponsor: Shell Int. Exploration & Production

Committee: prof.ir. J. Meek, dr.ir. S. van Baars, ir. G.H.G. Lagers, ir. S. Draaisma


Offshore Engineering �10307

Feasibility study of the use of the Ampelmann in Shell

For the winter production of hydrocarbons at sub-

arctic Sakhalin Island (Russia), Shell has applied

a dedicated vertical chute system for the use as

emergency evacuation method to escape directly

from the top deck of the offshore installations down

to the deck of an Ice Breaking Standby Vessel. This

chute, named Skyscape (left figure), is a set of nets

and rings that folds-up at the deck of the vessel

to compensate for the wave-induced motions of

the vessel. By the nets, the personnel encounter a

decelerated fall to the vessel underneath.

In this thesis study, the reliability of this Skyscape

is investigated with respect to several (sub arctic)

environmental conditions: swell-in-ice events, wind

affecting the alignment of the chute, deviating

ice-drift directions and the formation of ice-rubble

around the offshore structure. The findings of

this reliability review is that the environmental

conditions will limit the safe operation of this chute

significantly, resulting in an unavailable evacuation

method for over 12 days per winter.

To improve the availability of this Skyscape (concept

1), the use of an Ampelmann system in between the

vessel and the chute is studied. By canceling out all

wave-induced motions of the vessel, the Ampelmann

eliminates the risks encountered by the hazardous

folding characteristics of the Skyscape chute (concept

2). To prevent misalignment of the chute, a guidance

line in between the vessel and the suspension point

of the chute is suggested (concept 3).

With respect

to deviating

ice-drift

directions and

the presence

of ice-rubble

formations

around the

legs, the

chute is finally

substituted by

a suspended

gangway design

(concept 4:

see figure

above). This

gangway design

leads over

the ice-rubble

formations and

can be directed into any likely wake direction behind

the platform. As a result, the use of this suspended

gangway design in combination with an Ampelmann

system improves the workability from 12 days lost

due to environmental conditions (Skyscape) down

to only 2 days of unavailability (extreme swell in ice

conditions) per winter.

In order to compare the effectiveness of all

concepts, the risks and the related costs of each

concept are assessed and compared in an ALARP

demonstration. As a systematical approach for this

demonstration, the EER-triangle suggested by the

ISO standards has been applied. In this triangular

approach, the ‘hardware integrity’, ‘procedures

and controls’ and the ‘personnel competences’ of

each concept are valued. It is concluded by this

ALARP demonstration that the suspended gangway,

supported by the Ampelmann, demonstrates to be

ALARP for sub arctic conditions: concept 4 meets

the lowest risks that are reasonably practicable in

terms of costs.

Student: J.M.L. Koch

Sponsor: Shell E&P

Committee: prof.ir. J. Meek, ir. G.H.G. Lagers, dr. ir. J. van der Tempel, ir. C. Brummelkamp


Offshore Engineering�2 0307

Fsru processes

The liquefaction and regasification terminals for

natural gas are traditionally located onshore.

With the increasing demand for natural gas, new

locations could be located offshore for various

reasons (e.g. safety, financial). One alternative of an

onshore liquefied natural gas (LNG) import terminal

is called a Floating Storage Regasification Unit

(FSRU) and is a permanently moored offshore LNG

import terminal.

The two main activities on board an FSRU are

storage and vaporization of LNG. These activities

introduce the following challenges:

Boil-off gas (BOG) has to be removed from the

cargo storage tanks in order to avoid overpressure.

Except for in emergency situations, the BOG should

not be wasted for environmental and commercial

reasons.

An FSRU has to

reliably vaporize

LNG at a constant

rate after it has

been boosted to

send-out pressure.

Boil-off gas handling systems

Three different methods exist to handle the BOG

that is in excess of the fuel gas requirement: (i) Mix

the BOG with regasified send-out gas; (ii) Mix the

BOG with subcooled LNG in order to dissolve the

gas into the liquid phase; (iii) Reliquefy the BOG

by cooling it down and send it back into the cargo

tanks.

This study has identified the use of jet pumps as

the ‘best value’ BOG management solution. The jet

pump system does not require any compression of

the BOG, which makes it attractive in view of the

safety, environmental impact and operating costs.

The main disadvantage is that the solution is not

yet proven technology and that a pilot plant will be

required to test and validate its capability to deal

with BOG.

Regasification systems

The vaporization of LNG requires a substantial

amount of heat that can be withdrawn from three

main sources (directly or indirectly): (i) Combustion;

(ii) Sea water; (iii) Air.

In the best value system natural draught ambient

air vaporizers (AAV) use air to vaporize LNG. They

can provide a large percentage of the required heat

without power consumption. This aspect makes the

AAV attractive in view of the safety, environmental

impact and operating costs.

AAV’s have been used before in small scale

applications, but never in the quantities required

on an FSRU or grouped together as on the deck

of vessel. Some additional source of heat will be

required to bring the NG up to the required send-

out temperature.

Conclusions & Recommendations

The preferred solution will depend on project

specific data. The study report presents an overview

of the feasible options and discusses the main

features, pros and cons for different scenarios. (See

chapter 2 for the overview.)

Each FSRU project should start with an identification

of possible alternatives in order to continue with a

systematic comparison, in which the project specific

data are taken into consideration to select the

preferred solution(s).

The conclusions and recommendations of the study

report can be used in the initial phase of FSRU

design development in order to aid the selection

process for the preferred BOG management and

vaporization systems.

Student: R.C.J. Lagers

Sponsor: SBM Inc

Committee: prof.ir. J. Meek, prof.dr. J.A. Moulijn, dr.ir. S.A. Miedema, ir. K. Hoving, ir. M. Ubas


Offshore Engineering ��0307

Structural analysis of impact on guides and bumpers

To provide for accurate positioning, during offshore

lift-operations, generally use is being made of guides

on the receiving support structure and bumpers on the

topsides that is being installed. During a certain stage

of the lift process, in which initial contact between

topside and support structure takes place, impact

loads are a common phenomenon, which makes this

stage the most critical with respect to damage to both

structures.

Therefore an analysis has been performed in order

to asses the risk of possible impact loads and the

magnitude thereof. Normally this is done with a

multibody dynamics program (LiFSiM) which can

accurately predict motions of a floating support

structure and of a crane vessel with a deck hanging

from its crane(s). The modeling of the contact stage

between guides and bumpers during impact may

be adequate to derive realistic motion behaviour

of the system but is considered inadequate for the

assessment of the magnitude of impact forces.

Furthermore, modeling of the impact process itself

is completely dependent on the choices made by the

responsible engineer. The linear single-spring model

which is generally being used seems not sophisticated

enough to fully describe the structural behaviour

of “guide & bumper” during impact. Refining this

(structural) model, describing the contact stage, is

expected to be necessary to achieve more accurate

predictions of the magnitude of impact loads.

Based on a finite element model of a typical guide and

bumper design which was previously used by HMC

on an offshore removal project, a different and more

accurate contact-stage model has been created. This

was done by analysing the FEM model with the explicit

time domain solver LS-DYNA. The resulting contact-

model was then incorporated in the user-defined part

of LiFSiM and a comparison was made with the results

obtained with a contact-model constructed in the

conventional way. The LS-Dyna analyses learned that

the impact velocity hardly has any influence on the

development of the impact force, only on the eventual

maximum magnitude of the impact force; the higher

the velocity, the higher the maximum impact force

will be. The results also showed that during an impact

no velocity dependent viscous damping is present,

but only elastic-plastic damping through plastic

deformation. Implementing both contact-models in a

LiFSiM model resulted in simulations which revealed

that the conventional contact model resulted in highly

unstable simulations, whereas the new contact-model

resulted in more stable simulations. However, both

types of LiFSiM simulations required an extra velocity

dependent viscous damping force in the contact

model, in order to be able to complete simulations

without them becoming numerically unstable.

As a result of uncertainties introduced when

considering damping as a part of both contact-

models, two more LiFSiM simulations (2BODY), with

and without damping, have been conducted. Now

a direct comparison could be made between the

performance of LiFSiM and LS-Dyna. This learned that

LiFSiM correctly calculates the impact forces when

no damping is applied and can underestimate the

impact force and displacement when (for numerical

reasons) extra damping is applied. Thus, at this point

a relatively simple 2BODY impact analysis can be

performed, but a more complex LiFSiM simulation can

not yet be conducted. It can therefore be concluded

that a new analysis method to calculate impact loads

is not yet available. This research also showed that

guides & bumpers designed on the basis of standard

guidelines appear to be very stiff and only utilize their

elastic capacity, which results in relatively high impact

loads. Less stiff guide design and allowing for plastic

deformations can lead to lower impact loads and

subsequently more cost efficient solutions.

Student: P.J. Maas

Sponsor: Heerema Marine Contractors

Committee: prof.ir. J. Meek, ir. G.H.G. Lagers, ir. G. Hommel, ir. A.W. Vredeveldt, ir. R. Zoontjes


Offshore Engineering�� 0307

Basic design of hydrate mining equipment

The growing demand for oil and gas leads to an

increase of exploration and exploitation as well

as to research in alternative ways of hydrocarbon

production out of natural resources. The predictions

of huge amounts of gas hydrate dispersed in artic

and ocean sediments make this a potential future

energy source. Recent studies and experiments

to retrieve gas from gas hydrates focussed on

depressurization and/or thermal stimulation of

the hydrate bearing sediments. The drawbacks of

these methods are low reservoir permeability and

dissociation of gas hydrates during production.

This causes production rates to stagnate and

induces bore hole instability. A combination of

excavation and pressurization during the production

of hydrate bearing sediments is proposed to avoid

these problems. The generation, basic design and

challenges of gas hydrate mining equipment are

presented in this study.

The generation of hydrate mining concept designs

has been executed by using a morphological

matrix. The most promising concept design has

been worked out in more detail. A computational

simulation and analysis of the selected concept

design has been executed for various reservoir

conditions. Based on different production and

reservoir scenarios, energetic and economic

analyses were executed to provide first insight in

the feasibility of hydrate mining.

This concept design of a hydrate mining tool

exists of two rotating cutterarms. The mining

tool is lowered from an ordinary drill rig by a drill

string until it hits the ocean floor. From there, it

bores itself to the hydrate bearing sediment and

production is started. Upon termination of the

production, the mining tool is able to excavate itself

out of the ocean floor from where it is lifted to the

drill rig.

The proposed design of hydrate mining equipment

is driven and controlled by a pressurized fluid. The

fluid is circulated through the mining equipment

by a pressure difference over the injection and

export means of the mining tool. The driving of

the cutterarms is achieved by a set of Positive

Displacement Motors (PDM), The PDM’s are driven

by a pressure difference over their inflow and

outflow channels. Pressure release valves control

the production rate, and an actuation cylinder

determines the position of the cutterarms.

The simulation demonstrates the importance of

pressure release valves for maintaining a constant

production rate under irregular reservoir conditions.

The energy balance showed a positive net

production of energy for each reservoir scenario and

production sequence. The economic balance showed

a negative net profit for all scenarios at the current

gas price. The current day rate of a drill rig has

major impact on the net profit. The net profit will

become positive for a gas price that equals three

times the current gas price. The layout and working

method of this concept mining equipment creates

the possibility of mining other valuable minerals

from ocean sediments.

Student; W.J. Overes

Sponsor: Huisman-Itrec

Committee: Prof.dr.ir. J. Meek, Prof.ir. W.J. Vlasblom, ir. G.H.G. Lagers, ir. J.J. De Ruiter, ir. R.F. Van

Kuilenburg


Offshore Engineering ��0307

The upgrade of “Noble to Van Langeveld” to 1�00 m water depth capacity

The drilling semi-submersible “Noble Ton van

Langeveld” (NTvL) currently works in the UK sector

of the North Sea. As future work is limited due

to the shift towards deeper water, a study of the

upgrade of the NTvL to deeper water to ensure work

in the (near) future has been carried out.

From the current main deepwater areas, West

Africa and South East Asia are selected as the most

promising locations to upgrade the NTvL for.

The environmental loads in both areas (West Africa

and South East Asia) are formulated, resulting

in a set of design loads, which the NTvL should

be capable of withstanding. The environmental

conditions in West Africa are benign, compared to

South East Asia. In South East Asia tropical storms

(typhoons) are present. These occur throughout

most of the year and impose especially large wind

loads on the platform. In case of a typhoon the rig

is abandoned as safe work is not possible anymore.

The environmental loads are divided into wind, wave

drift and current loads. The wave drift loads are

composed of potential wave drift loads and viscous

wave drift loads. The potential wave drift loads

are computed using DELFRAC. The viscous wave

drift loads are computed using the model created

by A.K. Dev in his PhD-thesis and are caused by

the presence of a wake behind a cylinder in a flow.

Viscous wave

drift loads

are found by

integrating

the drag

component of

the Morison

equation over

the structure

height and

averaging

this over one

wave period.

The mooring design is based on the design loads

in both areas and is analysed using the mooring

program Seamoor. The modifications to the mooring

system currently installed are minimized, resulting in

an additional 200 m of anchor chain to be added to

each winch. This adds up to a total of 280 tons. The

design mooring system for each winch consists of a

chain-wire-chain connection as follows :

• 1280 m bottom chain length

• 2020 m wire insert length

• 200 m top chain length

• The chain-wire-chain connection is subject to a

top tension of 150 tons.

On the NTvL, the Noble Drilling aluminum alloy

riser (AAR) will be used. This greatly reduces the

suspended weight of the riser. Therefore, only minor

modifications to the riser tensioner system are

required. The required number of riser tensioners

can be reduced by installing more buoyancy on the

riser.

The riser motions result from the mooring system

characteristics and the environmental conditions as

well as the wave and current loads on the riser. The

resulting bending and tensile stresses in the riser do

not exceed the yield stress of the aluminum.

In conclusion, the upgrade of the NTvL to West

Africa and SE Asia conditions is well possible with

relatively minor modifications to the mooring and

riser systems.

Student: A. Smit

Sponsor: Noble Drilling

Committee: prof.dr.ir. J.A. Pinkster, dr.ir. S.A. Miedema, ir. G.H.G. Lagers, dr.sc. A. Metrikine, G.J.

Windhorst


Offshore Engineering�� 0307

Structural optimization of monopile foundations for offshore windturbines handled by integrated analysis

Wind energy is a clean renewable source of

energy and currently undergoing major growth in

application. Although the vast majority of newly

installed wind farms are still onshore, offshore wind

energy has the advantage of greater average wind

speeds and lacks the nuisance problems associated

with implementation of wind energy nearby people’s

homes. The higher cost of offshore wind energy

is the major barrier for larger implementation;

increased cost of the foundation structure of

offshore wind turbines is the main reason for the

higher investment cost. Consequently lowering

these costs has a high priority to increase the

competitiveness of offshore wind energy.

In the design process for monopile foundations

for the Kentish Flats wind park Rambøll made the

decision to deviate from the approach of using

standardised foundation structures throughout

the wind farm. Using advanced analyses, detailed

data and individually designed monopiles resulted

in a significant weight and cost reduction for the

foundation structures. Ever increasing size of wind

farms increases potential gains from individualised

design, but the manual work involved rises as

well. Development of automated tools will thus

be necessary. The development of an automated

optimization procedure for this purpose has been

the subject of this thesis.

Student: R. Swinkels

Sponsor: Rambøll Denmark

Committee: Prof.ir. Meek, dr.ir. J. van der Tempel, ir. G.H.G. Lagers, dr. A. Romeijn, Henrik Carstens

(Rambøll)


Offshore Engineering �70307

A probabilistic approach to jack-up leg penetration in stratified soils

When jack-up platforms are installed at their

temporary site of operation, geotechnical engineers

gather soil samples in order to determine the soil

property values. If the soil property values indicate

a soil profile with sufficient bearing capacity,

preloading of the jack-up can start by filling the hull

compartments with seawater. The preload forces

the leg footings, or spudcans as they are called,

to penetrate the soil to a depth where adequate

bearing capacity is encountered. It is the preloading

phase in which a hazard known as punch-through

is present. If the soil profile consists of a strong

layer overlying a weaker layer (e.g. sand on clay),

a spudcan can punch through the strong layer and

plunge into the weaker layer before the intended

preload is reached. This may lead to damage to the

legs and/or platform.

Predicting the leg penetration and punch-through

risk is complicated due to three areas of uncertainty.

They are the spatial variability in both vertical

and horizontal direction as well as the uncertainty

incorporated in the models used to predict the soil

bearing capacity. The models consider three main

failure mechanisms. They are general shear of both

sand and clay, squeezing of clay and punch-through

of both sand-over-clay as clay-over-clay soil profiles.

By using probabilistic methods, the spatial variability

as the model uncertainties can be taken into

account. Due to the non-linear behaviour of soils,

the probabilistic method of Monte Carlo simulation

has been used to predict the probability of punch-

through failure.

Although this study provides an effective

probabilistic tool for the geotechnical assessment of

jack-up platforms, one of the conclusions was that

the models used in the prediction of the bearing

capacity of stratified soils, should be improved if

possible.

Student: T. van der Wal

Sponsor: Fugro

Committee: prof.ir. A.C.W.M. Vrouwenvelder, dr.ir. S. van Baars, ir. G.H.G. Lagers, ir. J. Peuchen, ir. D.

Bouwmeester


Last year’s Theses�� 0307

Last year’s Theses ��0307

Last year’s Theses

Last year’s Theses�0 0307

Master’s Theses October 200�



Amsterdam ArenA Ontwerp en constructieve

uitwerking veld ophangen aan dakconstructie.

Student:J.M.G.Huijbregts

Non-linear FEM modelling of steel fibre reinforced

concrete for the analysis of tunnel segments in the

thrust jack phase

Student:R.A.Burgers

Drijvende achterlandverbinding in zeer hoge sterkte

beton

Student:E.D.Pinas

Zettingsgedrag van blokkenmuren bij een variabele

grindlaag

Student:P.J.H.Renders

Comparison between the VBC/VBB and the Euro

code Design of incremental launching Box Girder

Bridge using high strength of concrete

Student:K.Sinnadurai

Onderzoek naar autogene vervorming van

cementpasta en beton.

Student:G.A.Leegwater

Sea Ice – Offshore Structure Interaction: Steady

State Downward Bending

Student:P.vanderMale

Ground vibrations induced by a high-speed train

running over inhomogeneous subsoil

Student:K.N.vanDalen

Gedrag Staal-beton kokerliggerbrug met

geprofileerde lijven

Student:A.ElHadji

Ontwikkeling van een methode om het mechanische

gedrag van ASR gels te meten.

Student:P.C.Crucq

Effects of nano-clay modification on rheology of

bitumen and performance of asphalt mixes

Student:D.B.Ghile

Predicting time dependent reinforcement corrosion

due to chloride ingress

Student:I.Mele


Deuvelwerking van randbalken als onderdeel van

vloeren in prefabbouw

Student:E.A.Pieterse

CO2 emissie modelering van de gebouwschil

Student:H.Staal

Lightweight cold rolled steel construction systems

Student:C.vanZandwijk

Bouworganisatievormen voor infrastructuur

projecten voor gemeente Den Haag

Student:H.J.deGraaf

Ontwikkeling Life Cycle Management Model voor

Kademuurconstructies

Student:G.H.S.Weisz

Energie uit afvalwater

Student:J.D.Spronk

De samenwerking tussen uitvinder en ondernemer

bij technologische Start Ups met een patent

Student:O.J.Meijer

Adaptieve Temperatuurgrenswaarden

Student:M.vanBeek


Abstract

Student:T.M.Caus

Comparative analysis of design recommendations for

quay walls

Student:E.Meijer

Summary

Student:E.A.vanBlaaderen

Wave characteristics derived from video

Student:C.Bos

Influence of foreshore steepness on wave velocity

Last year’s Theses �10307

and acceleration at the breakwater interface

Student:N.J.Oortman

Surfability of an ASR in irregular waves

Student:R.W.J.Over

Morphodynamic modeling of a schematic barrier

island

Student:B.deSonneville

Het effect van erosie en grondeigenschappen op het

dynamische gedrag van offshore windturbines

Betreffende stalen en betonnen mono paal

funderingen

Student:J.VanGinhoven

Cost-Estimating of Heineken Breweries Worldwide

A Probabilistic Framework

Student:M.Groeneveld

Uretek Deep Injection Method. Lifting of settled

foundations Analysis of full scale test results

Student:R.vanReenen

Verticaal evenwicht van damwandconstructies

Student:M.deKoning

a,b,c- Isotachenmodel (van a,b,c tot zetting)

Student:D.Sipkema

Masterplan for the Port of Azzawiya, Libya

Student:P.J.J.Groenewegen

“De In- en Uitbreiding van het Haven- en

Industriegebied Moerdijk”

Student:D.B.deBondt

Samenvatting

Student:E.vanderMaaten

Watermanagement

‘Measurability of hydrological processes by means of

gravimetrical measurements’

Student:J.E.J.deGoffau

Predicting Ulva growth in a saline Volkerak-

Zoomlake

Student:R.P.Hulsbergen

MeteoLook – a physically based regional distribution

model for measured meteorological variables

Student:M.P.Voogt

Flood Control? An Evaluation of the Impacts of

Flood Control and Drainage Projects in Bangladesh

Student:M.L.Drost

Nalevingsmetingen in het waterbeheer

Een casestudy naar de Wet beheer

rijkswaterstaatswerken

Student:M.Hofstra

Risicoanalyse binnen het regionale waterbeheer

Student:G.F.Verhoeven

“Vasthouden, bergen, afvoeren” onder de loep;

Onderzoek van de effectiviteit van maatregelen

tegen wateroverlast door neerslag, toegepast op

polder Eijerland

Student:G.J.Zegwaard

UV/H2O2 behandeling bij drinkwaterbereiding:

Onderzoek en ontwerp

Student:D.deRidder

Treatment Techniques for Combined Sewer

Overflows

Student:S.M.Scherrenberg

New process of drinking water production in 21st

century

Student:S.Li

Sediment Resuspension Effect on Water Quality in

Drinking Water Distribution System

Student:Q.Wang


Rijgedrag bij werkzaamheden Zicht op versmalde

stroken vanuit de helikopter

Student:R.J.terKuile

Systematische herinrichting van zwarte punten

in Vlaanderen Een beslisboom en een kosten-

batenanalyse

Student:M.van‘tHof

Last year’s Theses�2 0307

Paramaribo op orde; Structuurvisie Groot-

Paramaribo 2020

Student:Y.Blufpand

Werken aan vitale wijken

Student:E.Martens



Experimental study on the vitrification of bottom

ash from municipal waste incinrators

Student:M.Oorsprong

Prediction of ore mixture grinding behavior

Student:A.ScheltemaBeduin

An Experimental study on the thermal behavior of

heavy metals and minor elements in fly ash from a

municipal solid waste incinerator

Student:N.R.Wilson


Analysis of Geochemical data from Wells and

Outcrops, in the Permian Tanqua subbasin fan

complex, southwestern Karoo, South Africa

Student:R.vandenBrink

Turbidite Slope Channel deposits, a Reservoir

Simulation Study based on Field Data

Student:R.vandenHam

The use of modern analogues in shared earth

modeling (Case study of the Cook Formation,

Oseberg Field, offshore Norway)

StudentR.Thomassen

Analysis of Salt-Induced Stress Anomalies

Student:A.Vogelaar

Temperature Dependent Sorption of Carbon dioxide

on coal

Student:R.M.S.vanLier

Effect of sorption induced swelling on coal cleat

permeability

Student:I.J.P.Moors

Screening of Reservoir Characteristics for the

Applicability of Smart Field Technology to Dynamic

Water Flood Optimisation

Student:A.Altintas

Fluid front detection from time-lapse pressure

propagation test

Student:R.Formoso-RaffertyCastilla

Feasibility Study of WAG Injection in Naturally

Fractured Reservoirs

Student:J.Heeremans

Trapping Sequence Determination in Deep-bed

Filtration using Colored Particles during Produced

Water Reinjection

Student:B.Turekhanov

Engineering Geology

Massive Flank Collapse at La Palma Numerical slope

stability models of the Cumbre Vieja Volcano

Student:J.M.C.vanBerlo

The accuracy of the interpretation of CPT-based soil

classification methods for soft soils.

Student:J.Mollé

Swelling and shrinkage characteristics of soils in

the northern Netherlands and Restrained clay ring

shrinkage

Student:M.Zandbergen


Motion compensated float-over installation with the

use of the Ampelmann

Student:F.W.B.Gerner

Simulation of ship motions and probalistic design of

Ampelmann platforms

Student:A.J.Göbel

Safety and Reliability of Partly Jacked Vessels

Student:P.A.vanderGraaf

Calibration of SQM model tests

Student:N.P.Haakman


Cryogenic Floating Hoses for Liquefied Natural Gas

Transfer

Student:T.Klieverik

Numerical approach for predicting heave motion

coefficients for a Tophat Design

Student:A.deLeeuw

Ships going semi?

Student:D.A.Manschot

Environmental Load Calculations on Space Frame

Support Structures for Offshore Wind Turbines

Student:A.H.vanderPol

Deep water riser concepts offshore Angola

Student:S.vanderPuttem

LNG export and shipping in Arctic seas – a new way

of LNG shipping in Arctic seas

Student:Y.Shu

Operability of a floating LNG Terminal -

Development of a new approach and berthing

concept for an exposed location

Student:J.Wolff

Implementing a frequency domain approach for the

fatigue analysis of offshore wind turbine support

structures

Student:W.E.deVries

Master’s Theses June 200�


Structural engineering

Possible use of C-Fix in Porous Asphalt

Student:R.N.Khedoe

Spoorvernieuwing in de London Underground

Student:A.M.P.vanRossum

Damping of vibrations in slender tubes of arch

bridges

Student:R.Gerbranda

Lifespan enlargement of deck plates of movable

steel bridges

Student:M.C.Schrieks

Technische haalbaarheidsstudie van een ultra-hoge-

sterkte betonnen boogbrug

Student:J.denHollander

Connections Pile with Upper Structure for Concrete

Jetty

Numerical analysis and design proposal

Student:W.Xia

Flexvloer – Onderzoek naar de constructieve

aspecten van een nieuw vloersysteem

Student:H.G.Burggraaf

On Isogeometric Analysis for Crack Modelling

Student:W.M.Swolfs

A Very Large Floating Container Terminal

Student:G.V.P.deRooij

Laser welded steel bridge decks

Student:H.Stam

Haalbaarheidsonderzoek vervanging verslechterde

houten brugdekken door middel van VVK

Brugdekken

Student:D.Leliveld

Design of an integral bridge by FE modelling

Student:J.E.Göttgens

Larch Round Wood and its applications

Student:R.Schuch

Adaptive Anticlastic Membrane Structures

Prestressed by Edge Cables and Actuators

Student:P.C.Oltheten


Gekromde Hoogbouw

Student:M.Wiersma


Optimizing future risk management at Fluor based

on historical project data

Background

Student:F.C.P.vanRoij

Verhoging van de haalbaarheid van

weginfrastructurele projecten door toepassing van

een publiek privaat samenwerkingsmodel

Student:R.M.Schunck

Shaping the Virtual Wind Tunnel

Student:D.P.Snijders

Construction of Prefab Concrete Shells

Student:M.vanRoosbroeck

Kinetic Space Frames

Student:P.A.vandeRotten


Smoothed Particle Hydrodynamics

Student:L.deWit

Feasibility of IGW technology in offloading hoses

Student:S.Nooij

“3D numerical simulation of a harbour flow, applied

to Waalhaven, Port of Rotterdam”.

Student:H.H.Schonewille

Estimating Freak Wave Occurrence Probability in the

Agulhas Current

Student:A.J.Lansen

Influence of a secondary channel on bed

morphology and sediment distribution at a river

bifurcation

Student:J.J.deNooijer

Smart Nourishment of the Frisian Inlet

Student:T.M.Kluyver

Sand Balance “Loswal Noord” - The Net Contribution

of “Loswal Noord” to the Sand Budget of the Dutch

Coastal Foundation

Student:M.Slee

Geomatrically open filters in breakwaters

Student:E.F.Uelman

Vetiver grass as bank protection against vessel-

induced loads

Student:D.J.JaspersFocks

Design of granular near-bed structures in waves and

currents

Student:J.vandenBos

Run-up Reduction through Vetiver grass

Student:A.Algera

Equilibrium and stability of a double inlet system

Student:R.Brouwer

Siltation of Incheon Terminal basin and the

Approach Channel

Student:J.J.M.vanderLans

Uncertainty in the application of Bay Shape

Equations

Student:R.Lausman

Verbetering Zeetoegang IJmuiden: Systeem met

keersluis, open tijdens laagwater

Student:N.vanderZwan

Stormvloedkering in de Westerschelde

Student:J.M.vanderMeer

Door grond horizontaal belaste palen

Student:Is.Cherqaoui

Capacity study for the port of Buenos Aires,

Argentina

Student:R.Smits

Dynamic Response of a Transatlantic Tunnel to a

Hypersonic Train

Student:W.Verdouw

Watermanagement

Studie naar de bandbreedte van een Q(h)-relatie bij

de koppeling tussen SOBEK en SIMGRO

Student:J.Hornschuh

The influence of compartmentalisation on flooding

in Central Holland

Student:E.P.deBruine


Suitability of natural tracers for determination of

runoff generation

A study in the Maisbich catchment (Luxembourg)

Student:M.Jasperse

Land Subsidence and Water Management in

Shanghai

A study into the reason, prevention methods and

future development of land subsidence in Shanghai.

Student:Q.Wei

Hergebruik van Afvalwater: Duurzame bron of

onnodig risico?

Student:L.Meijer

Substandard Supply Minutes in relation to risk

management for water supply

Student:S.C.Alberga

Development of Indirect Potable Reuse in impacted

areas of the United States

Student:H.P.Jansen

Transport & planning

Netwerkconcepten in Ruimtelijke Planning

Student:M.C.vanBreukelen

Machine Learning en het voorspellen van de

individuele schadekans

Student:C.P.J.vanHinsbergen

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.deVos


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.vanderPijl

Extension of pipelay capacity on Allseas’ Solitaire by

S-lift implementation

Student:M.Dikkers

Master’s Theses March 200�

Samenvattingen Civiele Techniek


Voorontwerp en dynamische analyse van een

hardhouten tuibrug voor langzaam verkeer

Student:J.J.M.vanderAsdonk

BOUW - Software voor bepaling tuikabel-

voorspankrachten

Student:P.A.Brongers

Bouw - Voorgespannen Spoorbrug in Hogere Sterkte

Beton

Student:H.J.deBruijn

Experimenteel onderzoek naar de RCM-methode

Student:S.M.vanDalen

Phenomenological Modelling of Vortex-Induced

Vibrations of Deep-Water Risers

Student:W.Hoogkamer

BOUW - Minimum wapening in gewapend betonnen

platen

Student:J.Keijnemans

Bouw - IJmeerverbinding

Student:R.L.J.Maes

Joint behaviour in microtunnelling processes

Student:MohammedAbdelkarimTaher

Innovation of stress and damage reduction in bored

tunnels during construction,

based on a shield equilibrium model

Student:Q.C.deRijke


Discontinuous Galerkin methods for elastoplasticity

Student:D.RomagosaSanchez-Monge


Hoogbouw op ‘Stapeldok’

Student:M.Bahri

De “Rotonde”

Student:J.M.Brouns

Waardevol verleden...

Student:R.M.Burer

Koelkast of broeikas?

Student:M.D.vanDonselaar

Deployable Structures based on Mechanisms in

Nature

Student:W.L.Dumans

Constructief ontwerp van het nieuwe stadhuis van

Gouda

Student:T.E.deGraaff

Constructief glazen element

Student:J.F.vanHeusden

Constructief Ontwerp ‘VandenEnde Musicaltheater’

Student:S.T.Kiefte

“Bridge to China”

Student:K.T.Lee

Lightness in glass constructions

Student:J.Luttmer

De Haagsche Zwaan

Student:G.J.Roos

Een snel wegneembare overkapping van tentdoek

Student:N.Roovers

Techniek in Mijnbouwkunde

Student:R.Sanders


Large-scale coherent structures in turbulent shallow

flows

Student:W.vanBalen

The evaluation of piping at existing flood defence

constructions

Student:A.J.Boer

Erosion resistance of a grass top layer against wave

overtopping

Student:W.vandenBos

Klimaatverandering en Binnenvaart

Student:C.G.Bosschieter

Admittance policy tidal bound ships

Student:R.Bouw

Side channels to improve navigability on the river

Waal

Student:C.A.J.vanDam

Design of a cooling water outfall system

Student:V.N.vanDijk

Nourishment Behaviour Delray Beach

Student:W.M.Hartog

Probabilistic analysis of typhoon induced hydraulic

boundary conditions for Suo-nada Bay, Japan

Student:E.N.Klaver

Compensation Grouting Experiments in Sand

Student:R.M.Kleinlugtenbelt

Humplike nourishing of the shoreface

Student:L.Koster

The Irrigation System as an Open System; Proyecto

Rio Dulce and the Rio Dulce Basin

Student:C.N.Lieveld

Jetgrouten

Student: R.M. Loeffen

Theoretical and Experimental study on the

placement of Xbloc

Student:E.tenOever

Last year’s Theses �70307

Itapocú Inlet, Brazil

Student:L.M.Perk

Planning and technical feasibility study deepwater

port ‘Zona Portuaria Simon Bolivar’, Venezuela

Student:S.vanPoeteren

Transverse slope effects on widely graded sediment

Student:P.E.M.Schoonen

Drifting Sea Ice

Student:T.J.Segboer

A probabilistic flood risk assessment and the impact

of compartmentation

Student:R.P.G.J.Theunissen

Watermanagement

Saturation in the New York City Watershed

Student:M.A.Borst

Voorwaarden buitendijkse bebouwing langs rivieren

Student:L.A.C.vanGenugten

Hydrological modelling for a micro hydro-power dam

in the Panato creek, Suriname

Student:T.Lieuw

Application of a semi-distributed hydrological model

based on the REW approach to the Collie River

Basin, Western Australia

Student:E.Tromp

Model Predictive Control on Irrigation Canals;

application of various internal models

Student: R.M.J. Wagemaker

”De provincie Zuid-Holland zit er warmpjes bij”

Student:B.G.vandeWeerdhof

Use of culverts in dikes in the floodplain

Student:T.Wilms

Estimating the influence of on-farm Conservation

Practices on the Water Balance,

Case of the Mzinyathini Catchment in Zimbabwe

Student:L.Woltering


Functionele eisen voor beweegbare bruggen

Student:C.Hofma

Financieel-economische haalbaarheid van

ontwikkeling van meervoudig ruimtegebruik bij

railinfrastructuur in stedelijk gebied

Student:M.Kokshoorn

Woonmilieus aan de Zuiderzeelijn

Student:H.N.Vuong

Optimal utilization of capacity

Student:H.J.J.Wieringa



Development of a CFD model for a phosphorus

producing submerged arc furnace

Student:A.T.Adema

The effects of surfactants on the efficiency of

solution gas drive

Student:AliBarati

An emf cell to measure thermodynamic properties of

the magnesium – salt flux – impurity system

Student:M.Goense

Modelling of Recycling Systems - Applied to Car

Recycling

Student:G.J.deHaan

Dynamic Interaction between Slag and Coke in the

Blast Furnace

Student:A.Hoogervorst

The prediction of dross formation and the

containment of dross on an Industrial

Aluminium Recycling Plant

Student:V.A.deRoode


Deposition of Colored Tracer Latex Particles in

Sandstone

Student:H.Bennaceur


Sensitivity Study of Fracture Properties, Related to

the Production of Hydrocarbons

Student:M.W.N.vanGalen

Engineering Geology

Numerical modelling of rock mass decay in road cuts

88

Student:W.Tegtmeier


An analytical, numerical and experimental approach

of parametric roll of a tophat in irregular seas

Student:F.W.Blaauw

Standardised wave data bases on power level

Student:M.F.Burger

Deep water buoys – review study

Student:C.R.E.deGroot

Pipeline rotation during installation of inline

structures

Student:J.Mulder

Development of a compliant cone for solid tubular

expansion

Student:R.SchoonShell


Research groups and professors within the faculty of Civil Engineering and Geosciences

Last year’s Theses100 0307

Specialisation Name Telephone 01�-27...

Design and Construction

Construction Mechanics Research Group

Construction mechanics vacancy

Dynamics Prof. A.C.W.M. Vrouwenvelder 84782

Numerical mechanics vacancy

Materials Science and Sustainable Construction Research Group

Acting chairman Prof. K. van Breugel 84954

Fund. and Applied Materials Science vacancy

Road and Rail Construction Research Group

Road Construction Prof. A.A.A. Molenaar 84812

Rail Construction Prof. C. Esveld 87122

Building and Civil Engineering Structures Research Group

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

Timber structures vacancy

Steel structures Prof. J. Wardenier 82315

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

Product Design Research Group

Methodical Design Prof. H.A.J. de Ridder 84921

Building Informatics vacancy

Hydraulic Engineering

Fluid Mechanics Research Group

Fluid Mechanics Prof. G.S. Stelling 85426

Environmental hydro informatics Prof. A.E. Mynett

General Fluid Mechanics Prof. J.A. Battjes 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

Offshore Engineering Prof. J. Meek 84777

Last year’s Theses 1010307

Specialisation Name Telephone 01�-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

Applied Earth Sciences

Applied Geology Research Group

General Geology Prof. S.B. Kroonenberg 86025

Production Geology Prof. S.M. Luthi 86019

Resource Engineering Research Group

Petroleum Engineering Research Group

Oil- and Gas production systems Prof. P.K. Currie 86033

Reservoir Engineering vacancy

Applied Geophysics and Petrophysics

Geophysical Imaging Methods Prof. W.A. Mulder 83666

Integrated Time-Lapse Methods Prof. R.J. Arts 85190

Technical Geophysics Prof. C.P.A. Wapenaar 82848

Geo Engineering Research Group

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

Last year’s Theses102 0307

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