Master s Theses March 2007

Master’s Theses March 2007 Civil Engineering Stevinweg 1 PO Box 5048 2600 GA Delft The Netherlands Telephone:

+31-(0)15-2788234

Telefax:

+31-(0)15-2784889

Table of Contents

Master’s Theses

1

March 2007

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Table of Contents Preface What is the graduation book exactly?

3 9 10

Civil Engineering Theses Structural Engineering

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Structural design of reinforced concrete pile caps

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Student: A.V. van de Graaf 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: Maarten Kuijper Externally bonded carbon fibre reinforced polymers

18

Student: R.H.Ringers Vloeistofreservoirs: Maximale afmetingen ten aanzien van vloeistofdichtheid

19

Student: L. Stapper

Civil Engineering Theses Building 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 Student: M. Smith

30

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Inhoudsopgave

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Optimisation of structural transfer zones in multi-use buildings

31

Student: R. van de Straat Parametric Associative Design for Free Form Architecture

32

Student: P. Vermeij

Civil Engineering Theses Hydraulic & 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. de Brabander Effects of softwood vegetation within groyne fields

38

Student: M.T.B. van den Broek Floating Breakwater

39

Student: M.W. Fousert Feasibility Study on Tidal Power Barrages

40

Including plant design and site selection

40

Student: J.J. van Harn The sandhunger of the Oosterschelde

41

Student: M.L.E.B. van der Hoeven The influence of flow acceleration on the stability of stones

42

Student: M. Huijsmans Scour around an offshore wind turbine

Student: W.F. Louwersheimer Dealing with uncertainties in the design of bottom protection near quay walls

43

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Student: A.A.Roubos “Computational modelling on the final closure gaps in the Saemangeum dam, South Korea”

45

Student: M. van der Sande 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) Student: N. Verburg

48

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Inhoudsopgave

Civil Engineering Theses Watermanagement

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. van Rossum A distributed stream temperature model using high resolution temperature observations

54

Student: M. Westhoff

Civil Engineering Theses Transport & Planning

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Dynamisch Railverkeersmanagement op knelpunten

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Student: M. van Dijk 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 ‘t Hof Modeling interaction between pedestrians and revolving doors

59

Student: R. Landman

Applied Earth Sciences Theses Resource Engineering

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The recyclability of ultra light car designs

62

Student: M. Gadziala

Applied Earth Sciences Theses Petroleum Engineering and Geosciences

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

64

Student: H.J. de Boer Sediment Mass Balance Study of the late-Holocene Prodelta on the Northern Adriatic Shelf

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Student: W. Bron An Integrated Study into the Reservoir Characteristics of Miocene Mangrove Deposits of Mallorca

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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 6 8 Student: L.M. Moreno Tirado Recovery Enhancement by Injection of Low Quality Steam with Volatile Oil Student: M.N. Guy

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

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Student: J. van der Neut Produced Water Re-Injection

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Student: C.C. Obeta Modeling sediment storage in a tidal dominated delta, the Fly River, Papua New Guinea

72

Student: Nawien R. Sheombarsing

Applied Earth Sciences Theses Engineering Geology

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

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Student: R.L. van Hof Influence of spatial correlation length on predicted settlements of a road embankment

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Student: S. Kalamatas Plaxis Soft Soil Creep: de toepassing van een isotroop kruipmodel op de anisotrope ondergrond

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Student: R. Servais

Offshore Engineering Theses Conceptual Design of a Tension Leg Platform Optimized for the Heerema Group capabilities Student: H.T. Brinkhuis Development of the Yoke Quay Mooring Concept (YQM) Student: E.W. Heerema A Practical Assessment of Lateral Buckling Sensitivity of Subsea Pipelines

78 79 80

Student: M. van Heel Feasibility study of the use of the Ampelmann in Shell

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Student: J.M.L. Koch Fsru processes

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Student: R.C.J. Lagers Structural analysis of impact on guides and bumpers

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Student: P.J. Maas Basic design of hydrate mining equipment

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Student; W.J. Overes The upgrade of “Noble to Van Langeveld” to 1500 m water depth capacity

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Student: A. Smit Structural optimization of monopile foundations for offshore windturbines handled by integrated analysis

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Student: Roel Swinkels A probabilistic approach to jack-up leg penetration in stratified soils

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Student: T. van der Wal

Last year’s Theses

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

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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,

Society has nothing to gain if our ideas remain

Hydraulic Engineering, Building and Structural

ensconced within the walls of the university. We can

Engineering; and Applied Earth Sciences, with

only contribute substantially when the professionals

its own specialisations, give our engineers the

take our ideas on board, apply them effectively,

knowledge and skills that will enable them to rise

and create safety and sustainability. Our graduates

to the challenge posed by the future problems of

play a leading role in this process. Their practical

society. They will be the people here and abroad

experience and knowledge of the real world will

who will ensure that there is clean drinking water,

make them our clients and ambassadors in the

meet the energy demands, develop new modes of

future.

transport and build with sustainable resources.

I wish our new Masters of Science an interesting and challenging future.

The faculty itself will continue to engage in scientific research on the same societal issues and look for

L. de Quelerij

new ways of solving the problems of the future.

Dean

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What is the graduation book exactly?

“Master’s Theses February 2007” contains

The Applied Earth Sciences Master’s programme has

summaries of the theses produced by various

three specialisations:

students who obtained a Master of Science degree

•

Resource Engineering

at the Delft University of Technology. The students

•

Petroleum Engineering and Geosciences

in question graduated in “Civil Engineering”,

•

Engineering Geology

“Applied Earth Sciences”, “Transport, Infrastructure and Logistics” or “Offshore Engineering”.

The Offshore Engineering Master’s programme

The purpose of this publication is to inform

The Transport, Infrastructure and Logistics Master’s

professionals working in these fields about recent

programme

developments in teaching and research at the Faculty of Civil Engineering and Geosciences. In

All of the summaries have a similar layout. Call the

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

department in question if you require further details

based on a request from professionals working

about a specific thesis (the phone number is given

in the field in question. In other cases, such

at the end of each summary).

individuals will collaborate in the realisation of a Master’s thesis. Alternatively, the thesis may be part

The section containing the new summaries is

of a wider research project within the department

followed by a comprehensive list of those produced

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

last year. The layout of these summaries reflects

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

that of the previous publications.

TU, and to enable them to graduate as a Master of Science. As the regulations stand, this requires

A Master’s programme spans several different

an investment of 22 to 26 weeks of study. The

departments, each of which corresponds to a

summary of every completed thesis is published in

specialisation within the programme in question.

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

At the end of this book is a comprehensive list of

merely average or truly outstanding.

specialisations, which includes the names of their respective professors.

The book’s layout

The summaries of the various theses are published per Master’s programme and specialisation:

The aim of the book

The main purpose of publishing these Master’s theses is to ensure that the outside world is better

• The Civil Engineering Master’s programme has five specialisations:

informed about the research that is carried out at the Faculty of Civil Engineering and Geosciences.

• Structural Engineering

It is also hoped that this book will enhance

• Building Engineering

communication with professionals working in this

• Hydraulic and Geo Engineering

field, and help them to become better informed

• Water Management

about the capacities of current graduates.

• Transport & Planning

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Further details

Contact the department in question if you require further details about one or more of the published summaries (the phone number is given at the end of each summary). A small charge is sometimes levied to cover the costs of printing and posting a thesis. It is not always possible for us to send complete theses. If you so wish, you can also make an appointment to view a particular thesis. Department of Education & Student Affairs 015-27 85444 / 81765 Department of Marketing & Communication 015-27 87685 / 84694 Further information: Delft University of Technology Faculty of CEG, Department of Communications PO Box 5048 2600 GA Delft The Netherlands

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Civil Engineering Theses

Structural Engineering

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

Many foundations in the Netherlands, mainly those

friendly, to require only a moderate amount of data

in coastal areas, are on piles. These piles are

and to execute fast.

often over 15 m long at distances of 1 to 4 m. If possible, these piles are driven into the soil at the

PCA has been validated in two ways. Firstly, it

positions of walls and columns of a building. The

has been shown that the design model meets all

presence of piles of a previous building may restrict

equilibrium requirements. This has been tested for

the positions of new piles to be designed freely.

two pile caps. Both cases revealed that the design

Removing the old piles is not a solution because

model complies with horizontal and vertical force

this leaves holes in deep clay layers through which

equilibrium and moment equilibrium. From the

saline groundwater may penetrate into the upper

theory of plasticity it then follows that this model

soil. Moreover, the old piles cannot be reused

gives a safe approximation of the ultimate load.

because their quality cannot be guaranteed. As a

Secondly, the ultimate load predicted by PCA has

consequence, pile caps often have to cover piles

been compared to the ultimate load predicted by a

that are positioned in an irregular pattern.

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

The objective of this graduation project was to

PCA. For the considered pile cap the vertical pile

develop a design model for calculating the pile

reactions predicted by PCA are approximately equal

loading and reinforcement stresses for pile caps

to those predicted by the non-linear finite element

on irregularly positioned foundation piles. This

analysis. However, the reinforcement stresses

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

at serviceability load according to PCA are much

however, the ties have been replaced by another

higher than those determined by the finite element

model consisting of stringer elements and shear

analysis. This implies that the stresses calculated by

panel elements (see the figure above). This model

PCA are not useful for checking the maximum crack

predicts vertical pile reactions, reinforcement

width.

stresses and shear stresses in concrete. For

But the most important conclusion is that a rational

practical application, it has been implemented in

and safe design model has been developed and

a computer program called Pile Cap Applet (PCA),

implemented for pile caps on irregularly positioned

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

foundation piles.

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

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

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Geboorde tunnels in ultra hoge sterkte beton Reductie van de tunnels liningdikte

Uit de bouwpraktijk van geboorde tunnels in slappe grond is gebleken dat een vaste verhouding tussen de tunnels diameter en vereiste liningdikte (wanddikte) bestaat. De dikte is hierdoor gelijk aan 1/20ste deel van de diameter. Bij zeer grote diameters worden de tunnelsegmenten zodoende zeer zwaar. Dit levert problemen op in de logistiek (het productieproces, vervoer naar de bouwplaats en de plaatsing 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 toekomstige snelweg A13/16 in het noorden van Rotterdam, in zo’n type tunnel aan te leggen. In deze studie is

de vereiste liningdikte. Deze zorgen ook voor de

onderzocht of de nieuwe staalvezel versterkte beton-

liningdikte uit de standaard vuistregel van 1/20 D

soorten, zeer hogesterkte beton C100/115 en ultra

voor conventioneel beton. De bouwfase mag in het

hogesterkte beton C180/210, kunnen bijdragen aan

ontwerp van een boortunnel daarom nooit buiten

een reductie van de liningdikte voor boortunnels met

beschouwing worden gelaten.

een zeer grote diameter. Zeer grote liningdikten zijn vereist om scheurvorming Verschillende mechanismen kunnen bij een boortun-

door torsie in het trompeteffect te voorkomen. Deze

nel tot schade en daardoor mogelijk tot bezwijken,

dikten liggen voor conventioneel beton boven de

leiden. In deze studie zijn voor een mogelijke boor-

standaarddikte van 1/20 D. Hierdoor zijn scheuren

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

tijdens de bouw te verwachten, wat in de praktijk ook

ameter van 14,9 m, de volgende vier mechanismen

inderdaad is waargenomen.

uitvoerig onderzocht: 1. Algemene ringwerking van de tunnel ingebed in grond (gebruiksfase) 2. Ringwerking na injectie van grout rond de tunnel (bouwfase)

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

3. Introductie van vijzelkrachten vanuit de tunnelboormachine in de segmenten (bouwfase) 4. Torsie in de tunnelsegmenten door vervormingen

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

ten gevolge van de groutinjectie, ook bekend als

de maatgevendheid van de groutinjectie kan een

het trompeteffect (bouwfase)

tijdelijke massa (bijvoorbeeld met zand) in de tunnel worden aangebracht. Eventueel kan deze massa na

De genoemde mechanismen resulteerden elk in een

de bouwfase probleemloos worden verwijderd. Door

grenswaarde aan de vereiste liningdikte. Het bleek

zulke tijdelijke maatregelen tijdens de bouwfase

dat de gebruiksfase nooit maatgevend wordt. De

kunnen zelfs liningdikten onder de 1/60 D worden

sterkte-eisen door de ringwerking bij de groutin-

gerealiseerd, of kan een lager wapeningspercentage

jectie en de introductie van vijzelkrachten dicteren

worden toegepast.

Student: Committee:

T.W. Groeneweg 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

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Application of high strength steel in Steel pin connections and Double shear timber joints The use of high strength steel has increased in the

Steel dowels and pins have been used with

last few years. Although the prices of steel increase

strengths of up to 1200 N/mm2.

with increasing yield strength, the use of high

Steel members were fabricated from steel with

strength steel may give economical gains in terms of

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

less material use or new applications.

timber joints high density hardwood (1100 kg/m3)

The field of application of these design rules

Azobé was used.

however is limited to the conventional mild steel grades.

This is an obstacle for the application of high

From the test results can be concluded that in case

strength steel in civil engineering applications.

of the Azobé specimens the design rules are very

Connections can be the weakest link in civil

conservative (38% higher test results) and in the

constructions, so it is desirable to design the

case of the softwood specimens (Spruce) the design

connection and its components as reliable as

rules predicted the test results accurate enough.

possible.

For the load-distribution model for the steel pin

The main goal is to determine whether the design

connections it can be concluded that this model

rules for calculating the load-carrying capacity of

describes the real load-distribution in the pin

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

connection accurate enough.

pin connections (EC 3) can also be used when high strength steel dowels and/or plates are used as part of the 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


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De drijvende fundering Een 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

vergeleken, heeft geleid tot een drijflichaam van

van het zwaartepunt, wijst uit dat bij een breedte

EPS en hoogwaardig beton (HPC). Het modulaire

tot circa 6 meter het zwaartepunt de bepalende

basiselement is, met afmetingen van 3 bij 12 meter,

factor wat betreft de stabiliteit is. Bij een breedte

vergunningsvrij te transporteren over de weg. Een

vanaf circa 9 meter heeft de positie van het

basiselement wordt gevormd door HPC tussen

zwaartepunt nog nauwelijks invloed op de stabiliteit.

tegen elkaar geplaatste malgevormde EPS-blokken

Daarnaast is het belangrijk dat opslingering ten

te storten. Vezels in het HPC maken conventionele

gevolge van excitatie in de eigenfrequenties van

wapening overbodig. De basiselementen kunnen

het drijflichaam voorkomen wordt. Het blijkt bij

worden voorzien van een dek uitgevoerd als

een drijflichaam met een geheel waterdoorsnijdend

cassettevloer. De basiselementen worden onderling

oppervlak en variabele afmetingen niet goed

gekoppeld door voorspanning.

mogelijk om eigenfrequenties in het gebied van de golffrequenties te voorkomen. Dit gegeven en

Met behulp van een niet lineair eindige-

de onderkenning dat dynamische aspecten, in het

elementenprogramma is het ontwerp

rustige water waar de drijvende fundering voor

verder uitgewerkt: de constructievevorm is

ontworpen wordt, van ondergeschikt belang zijn

geoptimaliseerd, het HPC-gedrag is gemodelleerd

heeft geleid tot de beslissing dat geen rekening

en de constructie is voor een specifieke situatie

wordt gehouden met dynamische aspecten. Indien

gedimensioneerd.

nodig kan om de drijvende wijk een drijvende

Uit het afstudeeronderzoek kan geconcludeerd

golfbreker worden geplaatst.

worden dat de combinatie van EPS met HPC een lichte en sterke drijvende constructie oplevert en

Het ontwerpproces, waarbij verschillende

dat op eenvoudige wijze met weinig arbeid complexe

varianten zijn opgesteld die vervolgens op basis

constructies gerealiseerd kunnen worden.

van een multi-criteria analyse met elkaar zijn Student:

M. Kuijper

Committee:

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


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Externally bonded carbon fibre reinforced polymers Debonding caused at shear cracks

Recent developments in ecological engineering have

Debonding initiation

put an emphasis on re-using structures. A relative

Once the shear stress has reached its maximum, the

new technique is the use of Carbon Fibre Reinforced

compressive stresses do not increase anymore, and

Polymers (CFRP). With this technique FRP laminates

the interface layer to the right of the shear crack

(strips or plates) are attached to the structure,

is loaded in tension (the vertical displacements

which strengthen the structure in flexure.

still increase). The moment that this normal stress reaches the maximum tensile strength of concrete,

Current design recommendations generally

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

set acceptable levels of safety. The design

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

recommendations take in to account the loss

strip has lost its connection to the concrete beam.

of composite action, only differ in the way they

This small part extends in the next phase, resulting

categorise different failure mechanisms.

in complete loss of composite action.

A mechanism of failure causes that the ultimate

It is concluded that this model gives insight in the

strength of full composite action will not be reached,

behaviour of the interface layer surrounding the

because debonding occurs. Of great importance

shear cracks in concrete. Still research is needed to

was found the way the bond between concrete and

come to a formula with which the failure load can be

adhesive was modelled. Several relations have been

predicted.

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.

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


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Vloeistofreservoirs: Maximale afmetingen ten aanzien van vloeistofdichtheid Bij het gebruik van gewapende of voorgespannen

Hierbij is enigszins rekening gehouden met de

vloeistofreservoirs kunnen problemen op het gebied

invloed van de vloer op de scheurvorming in de

van vloeistofdichtheid ontstaan. Deze problemen

onderzijde van de wand. Maar naar de werkelijke

ontstaan met name door verhinderde opgelegde

invloed dient nog extra onderzoek gedaan te

vervormingen als gevolg van de temperatuur,

worden.

maar ook door krimp. Hierbij treedt scheurvorming op wanneer er sprake is van een daling van de

Uit het onderzoek blijkt dat de verhinderde

gemiddelde temperatuur ten opzichte van de

opgelegde vervormingen grote invloed hebben op

referentietemperatuur. Er wordt gekeken naar

de vloeistofdichtheid van de reservoirs. Er zullen

cilindrische en rechthoekige vloeistofreservoirs.

echter alleen problemen optreden wanneer de wand afkoelt ten opzichte van de referentietemperatuur.

Om te bepalen of een vloeistofreservoir

Hierbij moet er gekeken worden naar het verschil

daadwerkelijk vloeistofdicht zal zijn, is het

in afkoeling tussen de wand en de vloer. Er zullen

onderzoek op de hieronder beschreven wijze

problemen optreden wanneer het verschil in

opgezet. Ten eerste is geprobeerd om de

afkoeling tussen de vloer en de wand groter is

krachten als gevolg van de vloeistofbelasting op

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

een analytische wijze te berekenen. Dit is bij de

zullen er verticale doorgaande scheuren ontstaan

cilindrische reservoirs gedaan met behulp van

en zal er getoetst moeten worden aan de hand

differentiaalvergelijkingen. Bij de rechthoekige

van het criterium van Lohmeijer. De resultaten

reservoirs is dit geprobeerd met behulp van het

van het onderzoek geven aan dat wanneer er

boek “Plates and Shells” van Timoshenko. Dit werd

doorgaande scheurvorming optreedt als gevolg van

echter te complex en er is uiteindelijk voor gekozen

verhinderde opgelegde vervormingen reservoirs veel

om deze reservoirs in een rekenprogramma uit te

kleiner uitgevoerd kunnen worden, dan wanneer

rekenen. Voor de berekening van de spanningen

er geen scheurvorming optreedt als gevolg van

ten gevolge van de verhinderde opgelegde

de verhinderde vervormingen. Met behulp van

vervormingen is van dezelfde rekenmethoden

voorspanning kunnen ook weer hogere reservoirs

uitgegaan. Hiervoor zijn bij de cilindrische reservoirs

gerealiseerd worden.

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 normaalkrachtvervorming diagram. Voor de horizontale scheurvorming 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. Student:

L. Stapper

Committee:

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


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HydraulicEngineering & Geotechnical Engineering Building

0307

0307

HydraulicEngineering Building & Geotechnical Engineering


Building Engineering

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0307

Een Living Bridge voor Amsterdam Ontwerpstudie naar een vaste oeververbinding over het IJ

Amsterdam probeert al jaren om zowel Noord als

In de ontwerpstudie is toegewerkt naar een master-

de oevers van het IJ te betrekken bij het stadsle-

plan. De living bridge bestaat hierbij uit een hoofd-

ven, maar Noord wordt pas echt een onderdeel van

verkeersader, met daaraan toegevoegd extra func-

de stad wanneer er een visuele verbinding wordt

ties. De oversteek wordt opgedeeld in vier sprongen

gemaakt. Om mensen uit het centrum naar de andere

tussen bebouwde eilanden. De brug wordt bij de

kant van het Centraal Station te krijgen, moet er

centrale oversteek uitgevoerd als hefbrug. De hefto-

een reden zijn om over te steken. Wanneer dit extra

rens vervullen daarbij niet alleen een constructieve

programma op de brug wordt geplaatst, wordt de

functie, maar behuizen ook de extra functies van

brug een living bridge. Het ontwerp van deze living

de living bridge. Ook in geheven stand is de brug

bridge was het hoofddoel van dit afstudeerproject.

toegankelijk.

In het technische vooronderzoek is de nadruk gelegd

De eilanden bestaan uit een kade, een onderbouw

op de scheepvaart. Het vervoer van gevaarlijke

tot aan het brugdekniveau en een bovenbouw. De

stoffen over het IJ zal moeten worden gereguleerd

gevels van de bovenbouw worden beschermd door

om voldoende veiligheid te garanderen op de living

een systeem van louvres, die dichtklappen bij brand.

bridge. De scheepvaart wordt daarvoor gescheiden

Door het funderen op een steigerconstructie wordt

in verschillende vaargeulen. Het vervoer van gas

de uitvoering vereenvoudigd, en worden grote

wordt beperkt tot de nacht, brandbare vloeistoffen

zakkingen voorkomen.

kunnen ook overdag vervoerd blijven worden. Om de living bridge te beschermen tegen aanvaringen is een

Dit afstudeerproject laat zien dat er harde randvoor-

systeem ontwikkeld van geleidewerken, dat schepen

waarden gelden ten aanzien van de scheepvaart en

veilig langs de brug geleidt.

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

0307


Waarde van het ontwerp in relatie tot de waarde van het proces Een studie naar de verbeterpunten in het ontwerpproces 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

Resultaten

een ontwerp, dat voldoet aan deze behoeften, op het

De onvoldoende kwaliteit van het PVE is door de

juiste moment gereed is en waarvan de onnodige

participanten gewaardeerd als een primair knelpunt.

kosten tot een minimum beperkt zijn. Echter, in de

Een oplossingsrichting is ontwikkeld met betrekking

praktijk blijkt niet altijd sprake te zijn van een dusda-

tot het PVE tezamen met de inrichting van het vroege

nige effectiviteit en efficiency van het ontwerppro-

ontwerpproces, omdat daar de beïnvloeding op de

ces, aangeduid als ‘waarde’ van het ontwerpproces,

waarde en kosten het grootst is.

dat dit leidt tot de genoemde resultaten. Dit speelt

De belangrijkste aanpassingen in de voorgestelde

binnen de Utiliteitsbouw bij technisch complexe

oplossingsrichting inzake het PVE en de inrichting van

projecten in het bijzonder een rol. De adviesgroep

het vroege ontwerpproces zijn:

project Management van Royal Haskoning wil inzicht

- Van aftrap met architect naar aftrap met ontwerp-

krijgen in de invloedsfactoren c.q. knelpunten in het ontwerpproces van technisch complexe projecten in de Utiliteitsbouw én in de bijbehorende sturingsmogelijkheden vóór de projectmanager.

team - Van samen ontwerpen naar gezamenlijk ontwerpen én programmeren - Van Programma van Eisen & Wensen naar Programma van Eisen & Programma van Wensen

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 bouwproject 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 samenwerking met een multidisciplinaire vertegenwoordiging, door het houden van oplossingsgerichte interviews een oplossingrichting ontwikkeld.

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

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0307

Ondergrondse kleine infrastructuur Nut en noodzaak van ordening

In stedelijke gebieden doen zich steeds vaker compli-

moment kan bijvoorbeeld in de grondexploitatie-

caties voor in samenhang met ondergrondse kleine

begroting ook nog budget vrijgemaakt worden om

infrastructuur (netwerken voor het transport en de

voor ordening in een ordeningssysteem (integrale

distributie van signalen, elektriciteit, vloeistoffen of

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

gassen). Deze complicaties lijken voort te komen

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

uit de explosieve toename van het aantal verschil-

kiezen.

lende netwerken en de trend tot het verdichten van steden enerzijds en de traditionele wijze waarop

Van de drie te onderscheiden actoren op het gebied

deze netwerken in de ondergrond zijn aangebracht

van ondergrondse kleine infrastructuur (gemeente,

anderzijds. Het onderzoek geeft ter onderbouwing

kabel- en leidingbeheerders en gebruikers) is de

hiervan een aantal trends aan en geeft de achter-

gemeente de meest aangewezen actor om als regie-

grondinformatie bij de verschillende netwerken. Het

voerder op te treden. De gemeente dient namelijk te

onderzoek richt zich op de vraag waarom er bij het

waken over het maatschappelijk belang en beschikt

(her)ontwikkelen van gebieden ondanks de ervaring

over voldoende sturingsmogelijkheden om grip op

met het optreden van dergelijke complicaties zelden

het proces te kunnen houden.

wordt gekeken naar de mogelijkheid om de ondergrondse kleine infrastructuur op een andere manier

Bij het bestuderen van knelpunt 2 kwam naar voren

aan te brengen.

dat de maatschappelijke kosten en baten vaak buiten beschouwing gelaten worden, wanneer de kosten

Hiervoor is IJburg 1e fase als casus uitgewerkt.

behorend bij verschillende manieren van aanbren-

Hieruit kwamen twee knelpunten naar voren, name-

gen (traditioneel of in een ordeningssysteem) van

lijk: de manier waarop ondergrondse kleine infra-

ondergrondse kleine infrastructuur gekwantificeerd

structuur in het ontwerpen besluitvormingsproces

worden. Hierdoor is het onwaarschijnlijk dat er geko-

van IJburg

1e

fase meegenomen is (knelpunt 1) en

de manier waarop de kosten die voortkomen uit de

zen wordt voor een oplossing waar de samenleving als geheel het meest baat bij heeft.

verschillende manieren van aanbrengen van kleine infrastructuur gekwantificeerd kunnen worden (knel-

Om die reden is er tijdens het onderzoek een

punt 2).

omvangrijk rekenmodel ontwikkeld waarin alle verschillende (maatschappelijke) kosten aan de hand

Bij uitwerking van knelpunt 1 blijkt dat ondergrondse

van parameters zijn opgenomen. Dit model geeft

kleine infrastructuur op dit moment erg laat in het

daardoor alle factoren weer die het besluit hoe de

ontwerpen besluitvormingsproces van te ontwik-

ondergrondse kleine infrastructuur het best geordend

kelen gebieden betrokken wordt. Hierdoor komen

kan worden beïnvloeden, zodanig dat de maatschap-

conflicterende situaties of belangen (ook tussen

pelijke kosten en baten het positiefst uitvallen. Het

bovenen ondergrond) pas tijdens de uitvoeringsfase

model is daardoor goed geschikt om deze kosten op

naar voren. Ook ontbreekt een regievoerder die de

een hoger (politiek) abstractieniveau inzichtelijk te

verschillende belangen onderling kan afwegen en

maken.

sturing geeft. Uit het onderzoek komt naar voren dat de bovenen ondergrond op elkaar dienen te worden afgestemd voordat de bovengrondse inrichting in een Stedenbouwkundig Plan wordt vastgelegd. Op dat 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)


0307


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. Results Problem Definition

The maximum

A moveable floating stadium could be a solution.

dimensions for possible

Such a stadium could be moved to the location

berthing locations

where temporary a high capacity is needed. In

together with the

coastal cities or cities next to navigable rivers a

functional requirements

floating stadium could be moved to very attractive

resulted in a stadium that is split

inner city locations. In the past years a lot of

up into six elements; two playing field elements and

research on floating structures like houses or even

four surrounding grandstand elements. A design tool

airports has been done but never the feasibility

was made that linked the structural design with its

of a floating stadium was analysed. The problem

hydro-mechanical properties.

of this report can be defined as follows: There

In the preliminary design the results of the design

is not enough information about the design,

research were implemented into a structural

the construction and functional and economical

context. The main structure of the floating stadium

consequences of a 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

Objective

The goal of this thesis is a research of the

stadium elements, were highlighted.

requirements and the technical and functional major problems of a floating stadium followed by the implementation of the derived solutions into a preliminary design.

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

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.

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)

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

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0307

Optimization of Dome Housing in Sri Lanka

The Solid House Foundation aims at contributing

Currently half of the material turns out to be

to an enduring development of housing projects

used for the foundation of the dome. After some

in poor communities. The intention is to enable

calculations could be concluded that this heavy

local inhabitants to independently prepare and

foundation is required to anchor the uplifting forces

build successful housing projects. The Solid House

of the inflatable formwork. Consequently research

Foundation uses re-usable inflatable hemispherical

has been done on alternative anchorage of the form,

formwork to build reinforced concrete dome

resulting in ideas for formwork that does not need

dwellings. In this thesis a study is made of possible

anchorage at all. The research phase was rounded

optimization of costs, simplicity and durability of this

off with a study of the climatic circumstances in Sri

building concept. Main occasion is the increasing

Lanka. Matching building responses to the climate

price of rebar and the bad availability of rebar in

were studied and applied on dome designs.

most regions where the SHF is active. As SHF is now involved in a large housing project in Sri Lanka, a

The conclusions drawn from structural analyses in

first focus is on this region.

the finite element program ANSYS have resulted in a proposal for alternative material use in

To have an idea of threads and opportunities in

combination with the currently applied formwork.

dome building a literature study was made on

A design for a ferrocement shell has been made

dome shapes in nature, domes in other cultures,

and an experiment is carried out. This has resulted

the history of concrete shells built with inflatable

in a construction manual for application of the

formwork and of domes in general. As a result

current inflatable formwork in combination with the

several form-related possibilities were identified that

material ferrocement. Costs of raw materials for this

could reduce the tension stress in the shell and thus

alternative turn out to be considerably lower than

the amount of reinforcement needed.

for the reinforced concrete shells that have been built so far.

Also, research on alternative materials for dome building was done. This resulted in several options

However to improve issues such as the heavy

of which ferrocement was considered the most

foundation and the dependency on electricity,

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

a different design of the formwork is required.

from the fact that there is a lot of experience with

Therefore possibilities for an alternative design of

this easy applicable material in Asia.

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

0307


Design tools for the Virtual Wind Tunnel Setting up the geometry for CFD calculations

Momenteel kan de windbelasting op gebouwen op

Met deze toolbox kan de windbelasting op een

twee manieren worden bepaald: met behulp van de

gebouw of constructie worden bepaald en verschil-

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

lende ontwerpen worden vergeleken in een relatief

tunnelproeven. De norm is echter alleen bruikbaar

korte tijd zonder veel tussenkomst van de gebruiker.

voor eenvoudige vormen; complexe gebouwvormen

Optimalisatie van vorm en constructie wordt hiermee

vereisen windtunnelonderzoek. Dit onderzoek is

mogelijk. Om de windbelasting te bepalen op een

echter erg duur en zeer tijdrovend, waardoor het

gebouw dat is geplaatst in een bebouwde omge-

nauwelijks gebruikt wordt in het vroege ontwerp-

ving, is een ontwerptool ontwikkeld waarmee een

proces. Toch is het juist deze fase waarin belangrijke

3D model van de omgeving kan worden gecreëerd,

ontwerpbeslissingen worden genomen en meer

gebruik makend van GIS technologie. Een andere tool

inzicht in de effecten als gevolg van wind is dan

is ontwikkeld waarmee het centrale gebouw-model

ook wenselijk. Numerieke methoden zijn geïntro-

kan worden vereenvoudigd door het verwijderen

duceerd om de windeffecten te bepalen middels

van niet-relevante elementen en kleine details. De

Computational Fluid Dynamics (CFD).

rekentijd van de CFD software kan hiermee aanzienlijk worden verkort. Omdat de afmetingen van het

In recent afstudeeronderzoek aan het Structural

domein waarin de berekeningen worden uitgevoerd

Design Lab is een Virtuele Windtunnel voorgesteld

afhangen van de dimensies van het onderzoeksge-

waarmee constructieve ingenieurs de windbelasting

bied, is een laatste tool ontwikkeld waarmee het

in een vroeg stadium van het ontwerpproces kunnen

domein kan worden gegenereerd, afhankelijk van de

bepalen door gebruik te maken van CFD. Dit onder-

afmetingen van het onderzoeksgebied.

zoek heeft geleid tot een algemene aanpak voor het uitvoeren van CFD berekeningen en een domein

Er is geconcludeerd dat de ontwerptools goed werken

waarin de berekeningen kunnen worden uitgevoerd.

voor CFD toepassingen. In de meeste gevallen

Het zogenoemde Van Nalta domein geeft veelbe-

worden veelbelovende resultaten verkregen en de

lovende resultaten voor eenvoudige vormen, zoals

gegenereerde geometrie blijkt zeer goed bruikbaar

kubussen en cilinders. De eisen aan de geometrie

voor CFD simulaties. Voor enkele test cases zijn bere-

voor CFD berekeningen zijn echter zeer hoog en het

keningen uitgevoerd in het Van Nalta domein. Het

genereren van bruikbare modellen van met name

blijkt momenteel erg lastig om nauwkeurige resulta-

complexe gebouwvormen blijkt zeer lastig.

ten te verkrijgen van de berekeningen, mede door de geringe capaciteit van de huidige computers. Echter, rekening houdend met de continue ontwikkeling van

Tijdens dit afstudeeronderzoek zijn verschillende

de computer hardware, is het de verwachting dat het

ontwerptools ontwikkeld waarmee de geometrie

in de nabije toekomst mogelijk zal zijn de windeffec-

voor CFD berekeningen kan worden gegenereerd.

ten op complexe gebouwmodellen, die zijn geplaatst in een bebouwde omgeving, nauwkeurig te voorspellen.

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

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0307

Functioneel Specificeren bij projecten van Rijkswaterstaat Ontwikkeling van een kader voor evaluatie en advisering Achtergrond

Onderzoeksopzet

Rijkswaterstaat is in Nederland verantwoordelijk voor

Het ontbreekt op dit moment aan inzicht in de

beheer, onderhoud en aanleg van een groot deel

toepassing van de werkwijze in de praktijk. Dit zou

van de infrastructurele bouwwerken. De aanbeste-

kunnen worden gebruikt om de werkwijze beter te

ding van werkzaamheden werd tot voor kort gedaan

implementeren. De doelstelling van dit afstudeer-

door het opstellen van een bestek aan de hand van

onderzoek luidt dan ook als volgt: “Het ontwikkelen

een ontwerp. Sinds enkele jaren bestaat de tendens

van een kader voor het evalueren van en adviseren

meer werkzaamheden aan de markt uit te besteden,

over het “Functioneel Specificeren” bij projecten van

bijvoorbeeld door Design & Construct contracten.

Rijkswaterstaat, ten behoeve van het verbeteren van

Het gebruiken van de kennis van de markt, bijvoor-

de toepassing ervan tijdens individuele projecten en

beeld op het gebied van uitvoering van projecten of

mogelijk de uniforme werkwijze van Rijkswaterstaat.”

van een specifiek product, door het uitbesteden van

Het dient hierbij te gaan om een quick-scan die

(delen van) het ontwerpproces kan leiden tot betere

toepasbaar is op verschillende soorten projecten en

en/of goedkopere oplossingen.

snel duidelijk kan maken hoe het binnen een project

met het “Functioneel Specificeren” gaat.

Het gebruik van geïntegreerde contractvormen vraagt een andere wijze van het opstellen van de

Het onderzoek bestaat uit een studie naar theorieën

vraag door de opdrachtgever. Binnen Rijkswaterstaat

en achtergronden van de werkwijze “Functioneel

is hier de werkwijze “Functioneel Specificeren” voor

Specificeren”, een korte studie naar evaluatieme-

ontwikkeld, die steeds vaker wordt toegepast. Hierbij

thoden en een praktijkonderzoek door middel van

is Rijkswaterstaat vooral betrokken bij de voorkant

interviews en een enquête naar toepassing van de

van het ontwerpproces en wordt het verdere verloop

werkwijze in projecten.

hiervan gemonitord. De specificatie van eisen bestaat zoveel mogelijk uit functionele eisen en er worden zo

Resultaten

min mogelijk eisen gesteld, zodat een zo groot moge-

Het onderzoek heeft geleid tot de basis voor een

lijke oplossingsruimte voor marktpartijen overblijft

kader voor evaluatie van de werkwijze “Functioneel

om binnen te ontwerpen.

Specificeren”. Bij gebrek aan een duidelijke praktijkhandleiding is een overzicht gemaakt van de activiteiten 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 mogelijke 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


0307


Variantenonderzoek Onderbouw Parkhaventoren

Eind 2001 presenteerde een consortium van twee

Alle drie de vragen afzonderlijk kennen een groot

ontwikkelingsmaatschappijen het “Masterplan

aantal oplossingsrichtingen. Door het vraagstuk inte-

Parkhaven”. Het plan voorziet in de herontwikke-

graal te benaderen wordt dat aantal verkleind. Daarin

ling van het Parkhavengebied in Rotterdam door

blijkt vooral de laatste vraag over de functie-uitvoe-

uitbreiding van het Park, de bouw van kantoren

ring van bepaalde ruimtes bepalend te zien. Vanuit

en woningen en de realisatie van een entertain-

de mogelijke oplossingsrichtingen zijn twee vooront-

mentcenter. Hoogtepunt vormt de 392 meter

werpen voor de onderbouw van de Parkhaventoren

hoge Parkhaventoren; een nieuwe blikvanger voor

ontwikkeld. De bovenbouw is daarbij geïnventari-

Rotterdam met een recordhoogte in Europa.

seerd en als een gegeven beschouwd.

Het Masterplan Parkhaven werd door de gemeen-

Om de voorkeur te geven aan één van de twee

teraad van Rotterdam verworpen en de ontwikke-

voorontwerpen voor verder uitwerking tot definitief

ling van de Parkhaventoren werd bij het bouwkun-

ontwerp zijn beide beoordeeld. Een beoordeling van

dig ontwerp stopgezet. Het verrichte onderzoek

de voorontwerpen op alleen het constructieve vlak is

beschrijft het proces van bouwkundig ontwerp naar

een te krappe benadering. Wanneer er verschillende

voorontwerp en richt zich daarbij op de onderbouw

oogpunten ingenomen worden, worden er verschei-

van de Parkhaventoren.

dene belangen zichtbaar die tegenstrijdig met elkaar kunnen zijn. Door de belangen goed af te wegen

De onderbouw vormt de ondersteuning voor de

wordt tot een evenwichtige beoordeling gekomen die

bovenbouw en draagt zorg voor de afdracht van

de basis vormt voor een keuze voor één van de twee

krachten naar het fundament. In het onderzoek

voorontwerpen.

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?

Student:

O. Los

Committee:

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


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0307

Progressive Collapse Assessment Non-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

To assess the influence of non-linear effects,

in static loading conditions.

numerical determination of limit loads upon column removal through advanced non-linear

First the progressive collapse phenomenon itself

EEM calculation was performed for a simple office

was considered. Three design approaches were

building. Three non-linear effects creating an

distinguished: the event control approach aimed

overcapacity compared to linear assessment were

at improving the level of protection of a building,

distinguished in this case study: strain hardening of

the specific local resistance approach aimed at

the reinforcement steel, moment redistribution and

increasing the hardness of a building and the

a load bearing floor slab contribution.

alternate load path approach which aims at improving the robustness of building (Fig. 2). The

The magnitude of these effects depends on the

latter approach has been elaborated.

actual amount of reinforcement and its lay-out and the structural geometry. For three investigated

Alternate load paths can be developed in roughly

cases of column removal the available non-linear

four manners: by arch action, suspension action,

overcapacity was in the order of magnitude of 1.8.

Vierendeel action and catenary action. Ductility of

A linear procedure of notional element removal was

the structure and its connections is important to

performed for the entire building. Each column was

enable these alternate load paths. For arch and

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

catenary action special detailing of structural ties is

strength was assessed through the calculated

needed, especially catenary action depends highly

overcapacity-factor.

on the elongation capacity of these ties. 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

0307


Optimisation of structural transfer zones in multiuse buildings Introduction One of the main problems of designing multi-use

process, including several other genetic algorithm

buildings is the transfer of loads between the

operators, will be repeated until the fittest or best

structural grid systems of the different functions. In

solution per population remains unaltered during a

lieu of making compromises in the design of these

number of generations.

systems per function in order to vertically align the grid lines or grid bands, a structural transfer zone in

generations.jpg ?????

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

Concluding remarks

affecting the functionality and usability of the

This Master’s thesis shows the capability of an

intervening floor.

artificial based design optimisation tool in a predefined setting of the allocation problem of

Structural design tool

columns in a structural transfer zone. At the same

The Master’s thesis ‘Optimisation of structural

moment, it is made clear that progress can be made

transfer zones in multi-use buildings’ deals with the

for the presented design tool and in scripting design

development of a computational structural design

tools for the building practise in general. This also

tool based on the artificial intelligence method

means that it can be expected that tools similar

genetic algorithms, that can determine the optimal

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

solution for the allocation of columns between two

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

structural grid systems. This tool, implemented

does not mean that the structural engineer will lose

in VBA and using AutoCAD as a visualisation tool,

his or her position, as hand calculations and logical

allows the user to generate and optimise the

interpretations of the result of the design tools will

configuration of the load bearing elements for an

always have to be made.

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 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

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0307

Parametric Associative Design for Free Form Architecture Over the last decade, the computer has become a

of parametric associative tools. Where a parametric

tool a structural designer cannot do without. For

associative design process differs from a traditional

an efficient structural design processes however,

design process is that with a design process

computational power is not yet being used in the

according to the Structural Design Tools approach,

most efficient manner. Structural engineers still

the quantitative characteristics of the design can

have difficulties with using available software in an

change in the end of the process. The design logic

efficient structural design process. Coenders and

behind the generation algorithms defines the range

Wagemans [2005] have proposed a new approach

in which the design can be varied in the end of

toward use of computers in the structural design

the generation process. This logic cannot easily be

process: the Structural Design Tools approach.

changed in the end of the process. With setting an

The Structural Design Tools concept doesn’t strive

accurate design direction in the beginning of the

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

process, the freedom of the final design is restricted

simple tools that can be chosen by the designer to

soon in the development process. Like a traditional

build his design. Instead of using the computer for

design process, the discrepancy between having no

engineering purposes, the computer can be used for

design knowledge and having to make governing

design purposes.

design decisions still is present in a parametric associative design process. With a system of

An important aspect of the Structural Design Tools

parametric associative design tools however, the

concept is the parametric associative character

structural designer is able to generate a range of

of the design tools. Parametric design is used

possible design representations in a fast way. By

for the rapid generation of computable design

a combination of a qualitative and quantitative

representations describing design alternatives.

comparison of the generated designs, insight into

Potential design alternatives are generated and

the consequences of parameter variation can be

evaluated in order to obtain insight into the impact

obtained.

of the structural parameters on the final integral design. With adding associativity to the structural

In a real life design process, a large benefit

design process, design steps are linked and the

of using parametric associative design tools is

possibility of adjusting the parameters in the end

the fact that interaction between architect and

of the design process is reached. With designing

structural engineer is stimulated. A structural

structures for Free Form Architecture, this ability is

engineer can, without losing a lot of time doing

very valuable. Since there is little design experience

repetitive calculations, show the architect what

with these kind of structures, it is hard to predict

consequences of design choices are. When a

what the impact of a design decision on the final

common understanding on all design relations

design is. The ability of defining the values of the

is reached, the total design team can come to a

structural parameters at the end of the design

well considered, well founded set of values for the

process leads to a more efficient structural design

design parameters. Instead of delivering the optimal

process.

design object, a system of parametric associative design tools offers the possibility for an optimal

The goal of the graduation project was to research

design process in which interaction between the

methods for developing structural design for Free

architect and the structural designer is put central.

Form Architecture in a parametric associative process, whereby elaborating one specific combination of researched methods into one system 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)


0307

Hydraulic & Geotechnical Engineering


Hydraulic & Geo Engineering

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0307

Gabion Stability

In 1932 the Dutch ‘Afsluitdijk’, stretching over

stable these sack gabions are exactly. The objective

30 kilometres, was completed. This made it

of this report is to make a preliminary study on the

possible to reclaim land in the former ‘Zuiderzee’

stability of sack gabions.

by means of constructing the ‘Flevopolder’ and the ‘Noordoostpolder’. Since then technological

In 2006, after a 20 year preparation, the

developments have made it possible to build even

Saemangeum estuary in South Korea was closed

larger dams in more difficult circumstances.

with a dam. During the closure sack gabions were used in the bed protection, sill construction and

One of the countries that is also reclaiming land

dam heads. In corporation with Delft University of

by constructing dams and polders is South Korea.

Technology, Rijkswaterstaat and the Korea Rural

Because of the large mountainous areas and

Community & Agriculture Corporation a field trip

the growing population in this country, arable

to the Saemangeum project was made, in order

land is becoming rare and land reclamation may

to collect useful data on the stability of gabions.

offer a solution. The large tidal differences along

Also the experimental data of RRI (Korean Rural

the Korean coast make building these dams a

Research Institute) on model tests on the stability

challenging job.

of gabions was obtained. As an addition to the data from the Saemangeum project and the model

One of the solutions in South Korea to cope with the

tests performed by RRI, also model tests in Delft

high flow velocities in closure projects is to apply

were done. All this information combined leads to a

sack gabions. These are steel nets with rocks inside

stability relation for the applied sack gabions.

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

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

0307


Veldproeven op steenzettingen

Uitvoering en resultatenanalyse van onderzoek

Met het model en de meetresultaten als input is het

naar de klemming van gazette stenen op dijken

mogelijk de materiaaleigenschappen van de zetting

Steenzettingen worden van oudsher gebruikt om het

te berekenen. Deze eigenschappen kunnen in het

aangevallen front van dijken te bekleden. De mecha-

vervolg worden gebruikt om het gedrag van de

nische achtergronden en de materiaaleigenschappen

zetting onder natuurlijke omstandigheden te beschrij-

van deze constructie zijn nog niet volledig beschre-

ven.

ven. In dit afstudeeronderzoek is met name de klemming van de stenen door de zwaartekracht in de rich-

De belangrijkste conclusies uit het onderzoek zijn:

ting van het talud onderzocht. Deze inklemming kan

1. De zetting reageert altijd als een plaat op de

ervoor zorgen dat de losse elementen als een plaat gaan samenwerken en dus als zodanig beschreven kunnen worden.

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-

Op drie lokaties in Zeeland zijn veldproeven uitgevoerd om data te verzamelen over de plaatwerking

len grote sterkte op te leveren. 3. Er is meestal op twee peilniveau`s gemeten.

van de zettingen. De zettingen waren opgebouwd

Tussen deze niveau`s is geen significant verschil

met Basalton en Hydroblock zuilen en allemaal onge-

in sterkte of stijfheid gemeten en berekend. Er is

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

een reductie van de sterkte nabij de teen vastge-

belasting loodrecht op de zetting opgelegd (trekproeven). 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.

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

De analyse van de gegevens is aan de hand van de

dit onderzoek een belangrijke onderbouwing voor

veronderstelde plaatanalogie gedaan. Hiervoor is een

het rekenen op enige klemming bij toetsing en

model noodzakelijk dat de elastische responsie van

ontwerp.

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).

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)


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0307

“Sandwich wall as the quay wall for the future”

In this report an attempt is made to develop a

The sandwich wall consists of two rows of steel

new design method for quay walls. Previous quay

piles and a jet grout mass between these two pile

walls designs are being analysed and an attempt is

rows. The steel piles are equipped with steel rings

made to find relations between external conditions

to be able to transfer a certain shear force from the

and design parameter of the structure. When such

piles into the grout. These steel rings facilitate a

relations exist they can be used as design graphs.

shear connection, which causes the wall to behave

The new design method will be called reference

as a composite structure. This composite action

based design. In this thesis this new method has

has a favourable effect on both the strength and

been applied to block walls and to sheet pile walls.

the stiffness of the wall. On top of the sandwich

The discovered relations can be used to make an

wall a relieving floor structure will be constructed;

estimate of the material quantities in a very short

this is very common for large wall structures. An

time.

impression of the sandwich quay wall can be seen in the figure below.

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 designed configuration of the sandwich wall has The sheet pile wall designs have been investigated

been compared to a reference design to investigate

for the following relations.

the economic potential of the sandwich wall. A combi

• Retaining height vs. embedded length;

wall has been selected for the reference design,

• Retaining height vs. steel volume per meter wall;

as this type of quay wall is generally the cheapest solution for wall structures in sandy soil with a large

The second part of this thesis focuses on the

retaining height. The combi wall is designed for equal

development of a new type of quay wall, which

load conditions.

will be designed for the expected future situation. In the last couple of decades ship sizes have been

The costs of both the combi wall and the sandwich

increasing and the loads on quay walls have also

wall have been estimated. Although the sandwich

become larger. These changes have an effect on

wall requires a much smaller amount of steel than

the quay walls at which these ships can be moored.

the combi wall the sandwich wall proves to be more

When these two trends continue container ships

expensive. The largest contribution in the costs of the

will have to become very large and very strong in

sandwich wall results from the welding of the steel

the future. A new quay wall concept may be more

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

economical in case of this extreme situation. Several

future the sandwich wall becomes more attractive. As

new types of

the amount of steel in the sandwich wall is relatively

quay walls have been considered of which a

small an increase in the price of steel makes the

sandwich quay wall is the most promising.

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)


0307


“Dynamic behaviour of jetty structures under seismic conditions“ Jetty structures are relatively long structures.

This research investigates the effect of uneven

Codes applied to seismic engineering, e.g. eurocode

excitation on a jetty structure by the time history

8, do not make a differentiation to relatively

method. A model has been set up according the

long structures. So, what is the effect of uneven

Euler- Bernoulli beam model. The calculation is done

excitation on relatively long structures? Is there an

for the Alkion earthquake for variable angles of

effect at all? Do the structural stresses increase/

incidence. For particular angles of incidence does

decrease?

the maximum bending moment peak. The cause of this response amplification is discovered in the

The earthquake load, according to the eurocode

transfer functions.

8, is modelled by a modal analysis spectrum. Consequently, this modal response spectrum is

Time delay in excitation turns out to be important

applied on a modal analysis. The only information

for the occurring maximum forces/ bending

a modal response spectrum contains, is the

moments. Building codes should contain this

information about the maximum response of a

information.

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.

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.)


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0307

Effects of softwood vegetation within groyne fields

Softwood vegetation can be found within a

The data obtained from elevation measurements

significant number of groyne fields along the River

has been used to create detailed Digital Elevation

Waal. Vegetation is commonly known to decrease

Models to describe the morphological situation at

flow, attenuate waves, alter sediment properties

the time of measuring. In order to create these

and trap sediment. The total effect of these

models, several interpolation methods have been

characteristics on groyne field morphology however

assessed to determine which technique would be

is still unknown.

best suited for this study. Elevation Difference Maps and series of Riverbank Profiles were derived

Within this thesis the effect of softwood vegetation

from the Digital Elevation Models. These were used

on groyne field morphology is described. The

to describe the morphological development per

morphological development of three test locations

location over time. Volumetric calculations were also

along the River Waal have been determined based

made to determine the effect on the total sediment

on elevation measurements from 1990 until 1995

balance within each groyne field.

and newly conducted measurements from 2005 and 2006. At each of the test locations one groyne field

At each of the three test locations, the presence

has been used for the plantation of willows while

of softwood vegetation has caused erosion of

the upstream and downstream groyne field has

the lower bank and accretion at the upper bank.

been used as reference.

The morphological development within the corresponding reference groyne fields differ from

At each location the species, common osier (Salix

the test groyne field but are consistent with each

viminalis), purple willow (Salix purpurea) and gray

other. It can therefore be concluded that the

willow (Salix cinerea) were planted in an alternating

found effect at the test locations is induced by

pattern on the upper bank of the study groyne

the presence of softwood vegetation. From the

field. From these species the survival percentages

calculated volumetric differences, it can be seen

and yearly averaged mortality rates have been

that at locations were erosion has taken place at the

determined.

reference groyne fields the presence of vegetation at the test groyne field has caused less erosion

Furthermore, hydraulic conditions (water level and

compared to the reference fields. At the locations

discharge) have been determined at each location

were sedimentation has taken place at the reference

from 1990 until 2005 at each location. These

groyne fields, the presence of softwood vegetation

conditions have been determined by using a 1D-

within the study groyne field has caused erosion.

model, SOBEK. 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


0307


Floating Breakwater A Theoretical study of a dynamic wave attenuating system

Ever since progressive engineers came up with the

thesis work. Therefore, a rectangular floating

idea of creating floating structures in the sea, many

body with varying width, draft and mass has

studies and models tests were performed in order to

been assumed as the basic shape of the floating

develop the optimal floating breakwater. Although

breakwater. Hydrodynamic behavior as calculated

the advantages of a floating structure seem to be

by the ReFBreak-model has been checked with

rather obvious, the use of these structures is limited,

the three dimensional potential-theory computer

mainly due to the complex hydrodynamic behavior,

model DELFRAC to determine the reliability of the

the reliability and the costs of these structures.

calculations. Wave transmission to the harbour side of the floating breakwater has been calculated for

International container shipping is one of the most

several floating breakwater layouts as is shown in

dynamic economic sectors of the past years. Higher

the figure for a floating breakwater with a variable

efficiency of the loading and unloading processes

width, draft and screen draft.

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 theoretical study proves that a floating

The harbour efficiency puts demands on the

breakwater is able to attenuate waves when the

performance of the floating breakwater and is an

structural layout is optimal.

important factor to determine whether the floating breakwater concept is successful or not. The

-

The floating breakwater is able to attenuate

hydrodynamic coefficients for rectangular floating

regular beam waves with 17 second periods

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

-

calculations and were extrapolated to a wider wave

to adapt its structural appearance on the prevalent

frequency range. Two-dimensional calculations were

wave periods.

performed to determine the influence of several

-

structural variables on the hydrodynamic behavior

factor for the performance of the breakwater.

This kind of floating breakwater must be able

The draft-width relation is the most important

of the floating breakwater. The calculations were performed in regular, sinus-shaped beam-on waves.

Since the results of this model are based on pure theoretical calculations, further research is

The hydrodynamic behavior of floating breakwaters

necessary to investigate the influence of irregular,

is influenced by many factors. However, only a

oblique (Ocean) waves on the performance of the

limited number could be analyzed in the underlying

adaptable floating breakwater.

Student:

M.W. Fousert

Committee:

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


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0307

Feasibility Study on Tidal Power Barrages Including plant design and site selection Tidal power is a proven technology to produce

with the required head difference for generating.

electricity and has the potential to generate

As little was known about the effect of pumping

significant amounts of electricity at certain sites

at tidal power barrages, this has been worked

around the world. However, only limited guidance

out. Pumping water out or into the basin is shown

is available for a cost efficient tidal power plant

to be not profitable at constant electricity costs

design and the selection of a suitable site. Both

over a day as it consumes more power than it

items are addressed in this study, together with a

produces, but gains potential when electricity rates

comparison of the tidal power costs to the costs of

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

other (renewable) energy sources. Within this study

power plant and turbine design were defined, the

the possible concepts for tidal barrages have been

site selection process could be worked out. The

analysed, from which a single basin layout showed

essential parameters resulting in a valuable site

to be the most attractive plant layout. This layout

selection were determined. With this, a method

could be combined with three generation modes;

was introduced to define the attractiveness of a

One-way generation, Two-way generation and

site. A site that does not meet the required mean

generation with additional pumping.

tidal range criterion of 7 m, can not reach the most economic design for tidal power barrages and will

For these concepts, a general plant design has been

lose attractiveness.

analyzed, to determine the general dimension of the essential plant components, including; powerhouse,

To define the economical position of tidal power

sluice gates, barrage dam, bed protection and

in relation to other electricity sources, the costs

transmission lines. Aspects like cavitation and

of tidal power were determined. This included the

required excavation are taken into account. The

investment costs as well as the operational and

construction costs for these components are mainly

maintenance costs during its life time. Compared to

estimated by multiplying the defined volume of

the other electricity sources, tidal power showed to

material by the unit costs.

have high investment costs and low operational and maintenance costs. From this it can be concluded

As the turbines and further electromechanical

that tidal power has the potential to compete with

equipment required further detailed study, this is

other electricity sources.

studied separately from the general plant design. From this, a turbine diameter of 5-8 m is suggested

One of the most important recommendations which

for all sites and a method is introduced to determine

can be made on the basis of this study is further

the optimum number of turbines and sluice gates.

research in the possible environmental aspects

By studying the efficiencies and costs, for One-

of tidal power barrages regarding morphology,

way generation the single regulated Bulb turbine

water level changes and impact on fish habitats. In

was proven to be the most attractive turbine type.

addition, this thesis shows that this subject should

For Two-way generation the double regulated Bulb

be further elaborated as this could increase the total

turbine is suggested. This study showed that Two-

feasibility.

way generation is the most attractive generation mode. With the use of the Dynamic Tidal Power Model the optimum plant capacity is defined together,

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)


0307


The sandhunger of the Oosterschelde Case study: The development of the morphology of the Galgeplaat

After the realisation of the Deltaworks, the

realise a net sedimentation. The data-analysis gives

morphologic balance of the Oosterschelde (see

a lot of information about the deciding factors of

picture) has severely been disrupted. Due to the

the erosion of de Galgeplaat. Besides that we look

Deltaworks the tidal prism in the basin has been

at the influence of a closed barrier on the erosion

reduced sharply. The tidal trenches became to wide

of de Galgeplaat. The data-analysis together with

and need sand to get to a new morphologic balance.

several computer simulations, makes it possible to

The stormflood barrier stops sediment entering the

give a prediction of the lowering of the sandbar de

basin from sea, a redistribution of sand from the

Galgeplaat in the future.

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

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.


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0307

The influence of flow acceleration on the stability of stones Bed protections are often made of granular material

An attempt is made to quantify the difference

and are used to prevent erosion of the bottom or

in velocity of the accelerated situation with the

to prevent the development of scour holes near

velocity of a uniform situation for which the same

hydraulic structures. Failure of the bed protection

amount of stone movement would occur.

can undermine the foundations of a hydraulic

With the help of the 7 stages of transport defined

structure and in the worst case lead to total failure

by Breusers (DHL, 1969) a translation can be

of the hydraulic structure.

made from the amount of stones, that moved in the experiments, to a Shields parameter. With this

In situations where the uniform flow is interrupted,

Shields (1936) parameter the critical velocity can be

velocity gradients develop. It is found in

calculated for which this amount of stone movement

experiments and in practice that when a flow is

occurs under uniform flow conditions.

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.

Student:

M. Huijsmans

Committee:

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


0307


Scour around an offshore wind turbine

During the construction of the first near-shore wind

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

farm in the Netherlands near Egmond aan Zee,

with a layer thickness of 0.4 m to 0.7 m directly

prototype measurements are performed with the

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

aim to monitor the behaviour of the scour protection

Local conditions during the measurement are a tidal

around the mono-pile foundation of the wind

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

turbines (Dpile=4.6 m).

of order Hs < 3.6 meter.

The sea bed around the monopile is protected

Near the pile a lowering of the filter material is

with a two-layer rock protection. Interest

found of 0.4 m until a distance of 2 meter from

goes to the scour process on the first layer,

the mono-pile. For the whole filter construction an

the filter construction, under influence of the

evenly distributed average lowering of about 0.07

surrounding environment. For this purpose velocity

meter was observed, mainly influenced by tidal

measurements, wave characteristics and multi-beam

current and waves. The lowering that followed by

depth soundings are gathered to give an overall

the design formulas show a comparative lowering,

impression of both the acting forces on as well as

depending on the assumption for the addition of

the strength of the structure.

shear stress accounts by currents and waves.

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.

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


43

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0307

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,

The probabilistic model is calibrated by the

this bottom protection is studied with soundings.

sounding results and by registrations of mooring

Using these soundings the actual level of stability

and unmooring vessels. Out of these probabilistic

can be compared with the present design formulas.

approaches insight in the influence of each input

The loads on this bottom protection differ, because

variable can be derived. By using a combination of ◊

of diversity in shipping and tidal motion. Therefore

probabilistic results and a fault-tree the probability

a better comparison can be made by resembling

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

the results of the soundings with a probabilistic

With these results it is still not possible to choose

approach.

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


0307


“Computational modelling on the final closure gaps in the Saemangeum dam, South Korea” The flow velocities through a closure gap in the

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

final construction stage can be relatively high

the EFD.lab model does not calculate the water

because the total basin fills and empties through

level, a water level had to be imposed beforehand.

this closure gap. The flow velocities in this final

After every calculation, this imposed water level has

stage are often normative for the design of the

to be adapted to the results. The flow above the

construction and the closing method. The stability

sill appeared to be super critical and this instigated

of the bottom protection is of main importance

problems in modelling the flowThe changing of

during the last construction phase because scour

the gravitational acceleration did not influence

holes that develop too close to the construction may

the results of the calculation. To investigate the

cause the total construction to fail. The stability of

turbulence in the model calculation, the turbulent

a bottom protection not only depends on the mean

parameters at the boundary of the model have been

flow velocity but on the turbulent properties of the

changed. Changing the turbulent parameters at the

flow as well.

boundary of the model did influence the results. Lowering the turbulent values at the boundaries

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

of the model implied less turbulence in the fluid

calculates a detailed pattern of the flow through a

flow. By adapting the turbulence parameters at

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

the boundary of the model as well as in initial

capable of calculating the turbulent properties in a

values in the general settings, the results were

flow. A free water surface cannot be calculated with

influenced in such a way that the results were no

this model but by using a pressure ceiling, a free

longer plausible. Finally, the influence of changing

surface flow can be modelled. To investigate the

the roughness of the bottom surface has been

suitability of the EFD.lab model for situations with

investigated. The results of the calculation with an

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

extra bottom roughness showed a higher maximum

final closure gaps in the Saemangeum dam has been

mean flow velocity above the sill and higher

modelled with the EFD.lab model.

turbulence fluctuations.

Because no measurements could be executed during

The EFD.lab model appeared to be not very suitable

the closure of the dam, data about water levels at

for the modelling of fluid flows with free surfaces.

both sides of the dam, which are needed for the

Adapting the water level was time consuming and

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

when the flow became super critical, problems

With a storage area approach, a first estimate of the

arose. The parameters for the turbulent kinetic

varying water level inside the basin has been made.

energy and the turbulent dissipation in the general

Subsequently the water level variation during the

settings are start values for the calculation and

closing period has been calculated in more detail

therefore it had not been expected that changing

with a two-dimensional model called Waqua. The

them would influence the results as much as

predicted water levels have been used as input data

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

for the three-dimensional EFD.lab model.

turbulent calculations in a free surface flow, further investigations are recommended.

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

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


45

46


0307

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.

Results

The set-up simulates the fracture grouting technique

The results show that grout can fracture sand. It

in the field. The grout injections are carried out with

appears that there is an optimum of grout efficiency

changing grout properties. Pressures, efficiency,

and fracture geometry using various cement

drainage and shape of the fractures are measured

entities. There are three conflicting grout properties

and examined to find relations between these

which occur during hydraulic fracture grouting:

results and various grout properties.

-

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.

0307


The influence of flow acceleration on the stability of stones There is a trend in the development of safety

The combination of advanced models and relatively

concepts as well as in economical approaches

high parameter uncertainty make the use of

to structural design to imply more probabilistic

uncertainty respectively reliability analysis methods

concepts. In this thesis work an attempt is made

in combination with the Finite Element method

to contribute to this development by describing

very attractive. It is a way of dealing with the

how structural reliability analysis can be carried out

present uncertainties in a rational manner and using

in Geotechnics, a discipline that deals with large

advanced modeling techniques at the same time.

uncertainties in the properties of its most important building material - the soil. As specific subject

For this thesis work special attention was paid to

the structural reliability of deep excavations was

the use of Finite Element Analysis in structural

chosen, for which several examples will demonstrate

reliability concepts. It is demonstrated that, in

the applicability of the presented theoretical

contrast to the common opinion, probabilistic

framework. Furthermore, the Finite Element Method,

analyses can be carried out with an acceptable

as state of the art structural analysis tool, will be

number of calculations and that not always 100.000

applied for the reliability assessment.

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)


47

48


0307

An analysis of friction by microtunneling Characteristic of microtunnelling is that the TBM

the weight above the tunnel is limited.

(Tunnel Boring Machine) and the tunnel are pushed

Another boring of WRK II revealed the importance

through the ground from the starting shaft to the

of lubrication. During a problem with the lubrication

receiving shaft. Inherent to this technique is that

injection system a very significant increase in wall

the friction forces grow with an increasing length of

friction is recorded. The influence of the lubrication is

the tunnel. In current practice it is not possible to

far larger then the influence of the increase in weight

accurately predict the friction by microtunnelling. The

of the ground column.

objective of this research is to improve the prediction of wall friction by microtunnelling in common Dutch

In segmented microtunnels misalignment has a large

soils.

influence. This is explained as follows: • C onstant steering actions are necessary to correct

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

small deviations in the obtained alignment of the boring, even at straight borings. • Small rotations (< 0.3°) could give rise to high

existence of arching mechanisms, the weight of the

stresses in the soil-tunnel interface. Theoretically

soil layers above the tunnel is less important for the

this is explained in this report by considering the

encountered friction.

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

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

influence on the friction. Especially in stiff soils, in

mechanisms and lubrication is shown. Ten borings

which the TBM reacts very well onto steering actions,

under almost similar boundary conditions are inves-

the influence of misalignment and steer corrections

tigated. The borings are constructed in a sand layer

on the friction can be significant.

covered by approximately 8 meters of peat. The borings consist of a welded continuous steel pipe.

The regular friction in a microtunnel varies between

Two of these borings crossed a highway. Locally the

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

peat is replaced by sand and here the weight of the

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

ground column has increased. These two borings

amount of steer corrections, this leads to an increase

started and ended under the peat layer. Under the

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

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

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.

0307

Watermanagement


Watermanagement

49

50

Watermanagement

0307

Probabilistic modeling of sewer deterioration

Traditionally, Dutch municipalities apply theoretical

when inspecting sewers. It was further found that

deterioration models without any form of validation

numerous models are developed for deterioration

or calibration. This practice may result in incorrect

modeling. However, most models were not

decisions and a cost ineffective sewer management

confronted with field data. In this research a first

policy. The focus of my research was the application

step is made towards the application of such models

of sewer inspection data for the development of a

to the Dutch sewer system using field data.

sewer deterioration model. Sewer inspections of the municipality of Goirle, Since the mid 1990s sewer inspections in

the Netherlands, were assessed on suitability for

the Netherlands are daily practice for most

sewer deterioration modeling. It was found that

municipalities. Most inspections are carried out by

most aspects, on which the sewer is assessed when

CCTV (closed circuit television) camera, the footage

inspected, are not of interest for deterioration

is consequently interpreted by qualified/certified

modeling because:

inspectors. Regulations determine the aspects

- some aspects are hardly present in the sewer

on which the condition of the inspected pipes is

inspection files, these aspect depends on the case

rated. For this particular research only inspection

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

data till 2004 is used. After 2004 a new European

- some aspects do not solely assign to the structural

sewer inspection regulation was imposed. Despite the fact that this new regulation shows great similarities with the ‘old’ Dutch sewer inspection

condition and therefore do not necessary deteriorate over time (e.g. intruding connection); - some aspects have a very large probability

regulation, combining the two distinct datasets was

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

not feasible. Although inspections based on the two

pipe, these aspects are longitudinal displacement

regulations are not alike, the results of the research

and radial displacement.

are indicative for the application of inspection data

Two aspects remain, these are, ‘surface damage by

based on European regulations for deterioration

corrosion or mechanical action’ and ‘fissure’.

modeling. A case study was performed on the modeling of the A literature study on probabilistic deterioration

aspect ‘surface damage by corrosion or mechanical

models learned that the failure rate model, the

action’ using a Markov model. The results show

Markov model and the semi-Markov model reflect

that the Markov model is a good starting point for

the non-continuous classification system as applied

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

0307

Watermanagement

Risk Assessment for Floods Due to Precipitation Exceeding Drainage Capacity Studies on flood protection and flood damage

This study aims to investigate and improve current

modeling were mostly concentrated on the floods

situation in risk assessment of floods due to rainfall

caused by breaches of dunes and levees since a

exceeding capacity of the drainage system of

flood resulting from these would be sudden and

polders by working on following objectives.

extensive and combined effects may be catastrophic but recently attention was also given to floods

- To figure out if any of the commercially available

due to precipitation exceeding capacity of the

models are capable of solving this problem

drainage canals and pumping stations of polders.

considering the different nature of rainfall induced

This kind of flood is neither life threatening nor as catastrophic as the floods due to breaches of dunes

floods in low lands. - To prove the correlation between flood depth and

and levees but as a result of the increase in the

flood duration. This correlation is rather important

extreme precipitation events due to climate change

because proof of such a correlation will allow us to

and increased land value, the risk due to this kind

eliminate one of these parameters, reducing the

of floods increased considerably, and must be calculated.

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

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Watermanagement

0307

The impact of the deep water extraction at the position of the fresh-salt interface The ground surface above sea level and a

Because Triwaco lacks facilities to automatically

precipitation surplus are the main conditions for

move the interface; this would have to be done by

the formation of a fresh water lens under the dune

hand. To automate this otherwise very cumbersome

area. Because fresh water is lighter than salt water,

process, in this study a batch-file script was

the fresh water lens is in a dynamic equilibrium with

developed. This DOS script runs the program

the surrounded brackish and salt water. (Figure

automatically and adapts the interface elevations

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

and all effected parameters after each time step.

extracts fresh water from the dunes for drinking

Furthermore the effect of the extra resistance layers

water. With artificial recharge DZH tries to maintain

in Triwaco, the density distribution and the effect

a dynamical equilibrium of the fresh water lens. DZH

on fully penetrating wells is studied to improve the

wants to extract as many water as possible from

model.

the deeper aquifers without reducing the size of the fresh water. However, there is still little knowledge

After running the model for a period of 20 years,

about the flows and displacement of the water in

the conclusion was drawn that the model did not

the deeper aquifers, nor is there an accurate model

give the desired results. For instance at the well

of the interface and its brackish transition zone. The

locations Waalsdorp the interface moved to an

research objective is to determine the sustainable

unrealistic high position. One reason for this is the

extraction capacity for the deep wells in the region

absence of clay layers in the Triwaco model. To

Meijendel preventing intrusion and upconing of salt

determine the reliability of the model predictions

water in the wells. A second objective is to establish

the model is calibrated on the interface position.

the reliability of the predictions to determine the

The uncertainty of the newly calculated interface

extraction capacity.

depth is too large to give a plausible estimation of the change of the interface. The predictions of the

The software that was used in order to simulate this

model are unreliable due to the large error in the

complex three-dimensional groundwater system is

calculated head and due to the low sensitivity of

Triwaco. This software programme was chosen out

the parameters, which are used to carry out the

of a comparison of available models. The advantage

calibration.

of using Triwaco is that a good working model is available and that there is experience with this

The conclusion is drawn that this model can not be

model at DZH. The disadvantage is that it does not

used for calculation of the interface displacement.

take into account displacement of the fresh-salt

A better solution is to use the Triwaco model only

interface.

for calculation in the shallow aquifer. The data can

In this study, the fresh-salt interface is represented

be transferred into Modflow for making calculations

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

in the deeper aquifers. The advantage of Modflow

mg Clˉ/l. These iso-concentration layers are

is that all model layers can easily be included and it

implemented in the model as resistance layers. The

takes into account automatic interface displacement

level of 300 mg/l was chosen from the perspective

in time and the transition zone for the density

of maximum tolerable chloride for drinking water

distribution.

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) Student:

N.L.Kramer

Committee:

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


0307

Watermanagement

Integrated water quantity and water quality control of lowland water systems Water systems are continuously charged by a

methods generates several control principles, which

diversity of loads. These loads differ from water

can be used for combined water quantity and

that flows into the system, like precipitation and

quality control.

infiltration, to water that flows out of the system,

A theoretical case has been created to test the

like drainage and evapotranspiration. To maintain

developed control principles and compare these

the water level and prevent inundation these

principles with standard control. In several cases

systems are equipped with pumps and inlets, which

the developed control outperformed standard

are mainly controlled, based on the knowledge and

control. The best control principles was tested on a

experience of the supervisor. This is a very effective

model of the Haarlemmermeerpolder, since real life

way to manage water systems. When these water

testing was not possible. The model was created

systems are in the Western part of the Netherlands

with data of the Hoogheemraadschap Rijnland and

they may suffer from salt intrusion. As a result

Sobek, which is software from WL|Delft Hydraulics.

of salt intrusion the surface water may become brackish. To prevent this, the system is flushed

Advanced control works very well on the

continuously with large amounts of water, which are

Haarlemmermeer polder, although not as good

larger than necessary. The salinity of the inlet water

as was the case with the theoretical case. The

varies continuously. These variations combined with

quantitative control performed as well as standard

the constant flush rate and varying precipitation,

management. Water quality levels at measuring

cause the systems salinity levels to vary over

points were the roughly the same with advanced

time. Because the salinity in the water system has

control and standard management. Some

to remain lower than an absolute maximum, the

improvement were evident. There was a reduction

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

of flushing water and salinity level in the system

meaning larger than necessary. This conservative

lowered as a result of redirections of saline water.

control is based on steady state calculations of

Concluding it can be noted that Model Predictive

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

Control performs much better than standard

cheap and effective way to solve the water quality

management in the theoretical case on quantitative

problem. Increasing the efficiency of these system

as well as qualitative demands and shows good

and maintaining the effectiveness should be

salinity predictions. Some additional fine tuning of

possible with advanced control systems.

Model Predictive Control will allow this system to

Therefore the objective of this master thesis is to

operate on its maximum. It may be concluded that

‘Develop a generic control system that can fulfill

Model Predictive Control works very well in theory.

the water quantity requirements of a water system

In the Haarlemmermeerpolder, Model Predictive

in combination with the water quality requirements

Control performs as good as or even better than

and minimizes the effort required to fulfill these

standard management in terms of quantitative and

requirements.’

qualitative demands with 10% less inlet water for

Several steps are taken to develop this control

MPC. The goal of this master thesis has been partly

system. The two most important factors, water

achieved. Unfortunately, Model Predictive Control

quality and water quality, are quite different.

cannot fully fulfill the water quality requirements as

Therefore water quantity and quality are separated.

a result of model inaccuracies in some basins, but

For both factors the relevant processes are

still improves the salinity control of the system.

described, then these processes are modeled and at last the control methodology is being described for the separate factors. Combining the control 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)


53

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Watermanagement

0307

A distributed stream temperature model using high resolution temperature observations Highly distributed temperature data are used as

The four sources are used as input for a distributed

input and as calibration data for a

physical based temperature model. In

temperature model of a subcatchment of the

the model the total energy balance including solar

Maisbich, a first order stream in

radiation (with shading effects),

Luxembourg. A DTS (Distributed Temperature

longwave radiation, latent heat, sensible heat and

Sensing) fiber optic cable with a length

river bed conduction is calculated.

of 1500m is used to measure stream water

The simulated temperature along the whole stream

temperature with a spatial resolution of 0.5

is compared with the measured

meter and a temporal resolution of 2 minutes. The

temperature at all points along the stream. It shows

measurements are done during one

that proper knowledge of the lateral

week in April 2006. In the measured temperature

inflow is crucial to simulate the temperature

profile four jumps in temperature are

distribution along the stream, and, the other

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

way around stream temperature can be used

sources. Using two profiles and the

successfully to identify runoff components.

assumption that the discharge and temperature of a

The DTS fiber optic is an excellent tool to provide

groundwater source is constant, these

this knowledge.

sources can be quantified.

Student:

M. Westhoff

Committee:

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


0307

Transport & Planning



55

56


0307

Dynamisch Railverkeersmanagement op knelpunten Dynamisch Railverkeersmanagement (DVM) is

Voor één knelpunttype, een meersporig baanvak met

bedoeld om op het spoorwegnet effectief om te

inhaalmogelijkheden, is voor de case Utrecht – ’s-

gaan met variaties in de uitvoering. Met een groei

Hertogenbosch onderzocht wat de effecten van DVM

van het aantal treinen en hogere kwaliteitseisen die

zijn. In verschillende scenario’s is gevarieerd met het

worden gesteld biedt DVM mogelijkheden voor een

aantal inhaalmogelijkheden, het aantal treinen en

betere benutting van de bestaande infrastructuur. Dit

DVM maatregelen voor de keuze van plan- en regel-

gebeurt door het opstellen van een beter betrouw-

strategie.

baar plan of door meer vrijheden voor het regelen van treinverkeer in de uitvoering te bieden. DVM

Uit de simulatieresultaten is gebleken dat in de

biedt mogelijkheden om flexibeler om te gaan met

huidige situatie een uitbreiding van de infrastructuur

variaties in vertrektijden en volgordewisselingen en

niet noodzakelijk is. Slechts wijziging van de plans-

desondanks toch meer betrouwbaarheid biedt in de

trategie zorgt voor aanzienlijke verbetering. Dit geldt

rijtijden en aankomsttijden, en daarmee een betere

voor zowel stoptreinen als intercity’s.

afhandeling van het treinverkeer. Bij toename van het aantal treinen blijkt dat uitbreiTot nu toe werd DVM alleen situationeel toegepast,

ding van de infrastructuur onafwendbaar is. De keuze

waardoor veel aandacht werd geschonken aan de

van regelstrategie wordt daarin ook steeds belangrij-

lokale omstandigheden en de plaatselijke mogelijk-

ker, terwijl ook de gekozen planstrategie nog steeds

heden van DVM. Bij wijziging van deze omstandig-

een grote invloed heeft. Uit de simulatieresultaten

heden tijdens het onderzoek gaat een deel van het

blijkt dat juist in deze situatie DVM maatregelen

onderzoek naar de mogelijkheden van DVM verloren.

een effectieve bijdrage kunnen leveren om de rij-

Een typologie van knelpunten zorgt ervoor dat knel-

en aankomsttijden te verbeteren. Bij een groeiend

punten van een zelfde type sneller kunnen worden

aantal treinen zullen de planstrategie, regelstrategie

onderzocht, omdat onderzoek van naar de effecten

en het aantal inhaalmogelijkheden dus steeds meer

van DVM voor vergelijkbare situaties kunnen worden

moeten worden geoptimaliseerd.

gebruikt.

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

0307


De oorzaken van de verslechterde doorstroming bij 80 km zones In november 2005 is ter verbetering van de luchtkwaliteit 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 maatregel 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 maatregel. 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 doorstroming. Voor het onderzoek is gebruik gemaakt van

De belangrijkste oorzaken van de geconstateerde

geaggregeerde lusdata (1 en 15 minuten gemiddel-

capaciteitsdaling zijn:

den), lusdata op voertuigniveau en gedigitaliseerde

• De snelheid op de wegvakken ligt als gevolg van

videobeelden opgenomen vanuit een helikopter. Alle

de invoering van de trajectcontrole onder de 80

vier de (nieuwe) 80 km locaties zijn onderzocht.

km/h. De capaciteitssnelheid van de bottlenecks liggen in de voorsituatie echter allemaal boven de

In de eerste fase van het onderzoek is de capaciteit

80 km/h, waardoor de capaciteitswaarde van de

voor en na invoering van de 80 km zones bepaald.

voorsituatie niet meer kan worden bereikt.

Hiervoor zijn verschillende methodes toegepast en

• Door de geringere snelheidsverschillen tussen

vergeleken, waaronder de empirische distributie-

de verschillende rijstroken en de (wettelijke)

methode, de productlimietmethode en het funda-

verplichting om rechts te houden, is het percen-

menteeldiagram. Hieruit blijkt dat de capaciteit van

tage verkeer op de rechterrijstrook toegenomen

de bestaande knelpunten op de trajecten significant

en wordt de linkerrijstrook minder optimaal benut

is gedaald na invoering van de verlaagde maximum snelheid in combinatie met de trajectcontrole. Op

dan in de situatie zonder de 80 km/u maatregel. • Het is voor het verkeer dat de hoofdrijbaan wil

basis van de individuele voertuigdata uit de induc-

betreden moeilijker geworden om in te voegen,

tielussen en de helikopterdata is vervolgens het

omdat de gemiddelde lengte van een voertuigco-

rijgedrag op de 80 km zones onderzocht. Hierbij is

lonne is toegenomen.

gekeken naar de snelheid, het rijstrookgebruik, het volggedrag en het rijstrookwisselgedrag.

• Vanwege de strenge handhaving van de snelheid remmen bestuurders eerder af bij het zoeken van een geschikt hiaat dan dat ze gas geven voordat

Uit het onderzoek is naar voren gekomen dat de

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

verlaging van de maximumsnelheid van 100 km/u

gaande bestuurders voeren voornamelijk rembe-

naar 80 km/u op zichzelf niet de grootste oorzaak

wegingen uit om een geschikt hiaat te creëren

is van de veranderingen in de verkeerssituatie. De

Op basis van de resultaten van het onderzoek zijn

daling van de capaciteit wordt juist vroorzaakt door

aanbevelingen gedaan voor de verbetering van de

de veranderingen van het rijgedrag van de wegge-

doorstroming op de huidige 80 km zones en ter

bruikers als gevolg van de snelheidsverlaging in

verbetering van de besluitvorming omtrent nieuwe

combinatie met trajectcontrole.

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)


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

De Vlaamse overheid investeert 500 miljoen euro

Ten tweede werd een maatschappelijke kosten-baten-

voor de herinrichting van 800 zwarte punten. Dat

analyse uitgevoerd voor de herinrichting van een zwart

zijn kruispunten en wegvakken waar veel verkeers-

punt. Als voorbeeldproject is een lichtengeregeld

slachtoffers zijn geregistreerd. In dit MSc-eindwerk

kruispunt in Lier gekozen, waar een Haarlemmermeer-

zijn twee aspecten van de herinrichting van zwarte

aansluiting aangelegd zal worden. De belangrijkste

punten in Vlaanderen beschouwd.

baten bestaan uit de in geld uitgedrukte waarde van vermeden verkeersslachtoffers. Op basis van histori-

Ten eerste werd een beslisboom samengesteld waar-

sche ongevalgegevens is een prognose gemaakt van

mee systematisch bepaald kan worden wat het meest

het aantal ongevallen en slachtoffers dat geregistreerd

geschikte kruispunttype op een bepaalde locatie

zal worden als het zwarte punt niet heringericht wordt.

is. Deze beslisboom bestaat uit een tabel en negen

Ook werd beredeneerd met hoeveel procent het aantal

stroomschema’s. Met de tabel kan bepaald worden

ongevallen en slachtoffers zal afnemen door de herin-

welk stroomschema gevolgd moet worden om het

richting. Vervolgens is voor elk jaar berekend hoeveel

meest geschikte kruispunttype te vinden. Welk

ongevallen, doden, zwaargewonden en lichtgewon-

stroomschema dat is, hangt af van de functies (of

den er vermeden worden door de herinrichting. Deze

de daarvan afgeleide categorieën) van de wegen die

baten worden in geld uitgedrukt, net als het vermeden

elkaar op het kruispunt ontmoeten. In het te volgen

brandstofverbruik. De contante waarde van de totale

stroomschema worden vervolgens ja/nee-vragen

baten blijkt ongeveer tweemaal zo hoog te zijn als de

gesteld over de intensiteit op die wegen en over de

contante waarde van de kosten, dus het voorbeeldpro-

ruimtelijke inpasbaarheid van de mogelijke kruis-

ject wordt maatschappelijk rendabel geacht.

punttypen. Aan het eind van het stroomschema is bepaald wat het meest geschikte kruispunttype is.

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 3V), Ir. P.B.L. Wiggenraad


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.

Analysis To analyse the performance of the different

Laboratory experiments

scenarios, arrival-departure curves are made,

For the validation and calibration of the model, data

describing the in and outflow from the walking area.

on pedestrian behaviour is essential. To get this

This gives a first impression of travel times and

data, laboratory experiments have been performed.

travel time losses.

The influence on the system performance was considered by systematically changing the

By slanting the curves, information concerning

experimental variables: initial revolving door speed,

the capacity of the door and intensities of the

flow composition, obstacles and walking direction.

flow become visible. The derivative of the slanted departure curve describes the throughput of

By means of software that can recognize and follow

the entrance. Kinks in the curves reveal that the

the different coloured caps, pedestrians inside the

capacity of a revolving door is not a constant

walking area are automatically tracked. In this way

value. In other words, revolving doors do interact

trajectories are gathered containing microscopic

with pedestrian behaviour, because of the safety

walking characteristics of all observed pedestrians

sensors. In order to describe the interaction

like speeds, accelerations and headways.

between pedestrians and revolving door, a logistic relation was found between the number of

The video images of the revolving door are used to

pedestrians in the walking area and the speed of the

gather information concerning segment occupancy

revolving door.

and the actual revolving door speed due to breakdowns, caused by pedestrians activating the

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

safety sensors.

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.)


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0307

0307



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0307

The recyclability of ultra light car designs

European Union legislation (Directive 2000/53/

All objectives were related to recyclability of future

EC) introduces high recycling targets (95% reuse

car designs and use of exergy concept and exergy

and recovery plus 85% reuse and recycling in

analysis to fully describe car recycling as a dynamic

2015) on automotive industry especially car

system. By applying exergy concept to each unit

recyclers. For that reason automotive engineers

operation existing in one of five main parts of a

and environmental specialists are looking for

flowsheet of the recycling system optimization

technological solutions to fulfill recycling targets.

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

It became clear that automotive plastic recycling

to perform exergy balance over one of the five

need to be investigated to find out new technologies

main parts. At the end general exergy losses over

where as much as possible different plastics can be

whole car recycling system can be calculated. This

recovered and therefore increase total car recycling

approach allows identifying and quantifying quality

rate (if possible). Plastics and composites applied

losses in the system what became crucial to truly

in a car and expanding car recycling model with

understand car recycling system and improve future

new recycling options where exergy analysis can be

ultra light car designs from recycling point of view.

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.

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

0307


Applied Earth Sciences Theses Petroleum Engineering and Geosciences

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Using Real Data to test Reservoir Model Updating with the Ensemble Kalman Filter On average only one third of the oil in a reservoir

The main conclusion is that updating reservoir

is recovered, the majority is left behind in the

models with the EnKF on the basis of real data can

subsurface. A promising method for increasing the

improve the match of the model to the historical

recovery from a reservoir is by applying a closed-

production data. Updating the skin for every

loop reservoir management strategy [13]. This

interval while assimilating well test and production

strategy uses an optimisation procedure and a

log test data is an example of a case where the

model updating procedure (updating the reservoir

EnKF perform well. When too many parameters are

model on the basis of measurements to improve its

updated the performance of the EnKF weakens due

predictive capacity).

to poor statistics from the ensemble. An example

In previous research the Ensemble Kalman Filter, a

is updating the permeability in every gridblock in

model updating method, is used to update reservoir

addition to the skin.

models on the basis of synthetic data. The objective of this research is to assess the performance of the

The definitions of the initial ensemble and of the

Ensemble Kalman Filter when it is used for reservoir

output uncertainty are critical in the set up of the

model updating on the basis of real production

experiments. The definition of the initial ensemble

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

includes the choices of the parameters to update,

this field three out of four wells are equipped with

their range of uncertainty and the number of

permanent downhole pressure gauges. The X field

ensemble members. The output uncertainty is a new

data includes well tests, interference tests and

defined parameter in the EnKF that combines the

production log tests.

effect of the measurement error, the model error and the non-linear terms in the relation between

Specific goals are: to identify what kind of

model parameters and measurements.

performance can be expected based on the

Reducing the model error in the prior model by

theoretical formulation of the EnKF, to identify

including more physics and by modelling in more

what preparation the data and the reservoir model

detail will result in a different and likely better

require before it can be used in a data assimilation

parameter update.

experiment, to identify what settings and choices are critical in a data assimilation experiment with

The recommendations for further research are to

the EnKF and to identify problem areas and to come

look for techniques of improving the quality of the

up with possible solutions.

initial ensemble and to look for ways of reducing

In this research two experiments are conducted in

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

which the EnKF is used to update reservoir models

a model parameter and a measurement.

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.

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

0307


Sediment Mass Balance Study of the late-Holocene Prodelta on the Northern Adriatic Shelf The late Holocene stratigraphic record in the

Within the range of uncertainties, the sediment

Adriatic Basin developed during a relatively stable

supply matches the mass of the prodelta and Po

highstand of the sea level. Among the highstand

delta. This match implies that for the past 5.500

deposits, preserved in the stratigraphic record, are

years, virtually all of the delivered sediments are

the modern Po delta and an elongated prodelta

preserved in the stratigraphic record. The Adriatic

on the Adriatic shelf. The base of these deposits is

Basin can therefore be considered as a semi-

dated at 5.500 years BP.

enclosed basin.

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.)

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

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An Integrated Study into the Reservoir Characteristics of Miocene Mangrove Deposits of Mallorca Several oil reservoirs around the world are

The outcrop data were used as a framework to build

producing from carbonate mangrove deposits.

a three-dimensional static reservoir model using the

Little previous research has been undertaken on

software package Petrel. Rock properties measured

fossil mangroves, especially regarding their lateral

from the rock samples were used to populate the

heterogeneity, structure, permeability and porosity.

facies model with porosity and permeability data.

This has resulted in a relatively poor understanding

The Petrel model was then imported into Eclipse in

of reservoir mechanisms and consequent reservoir

order to make a dynamic model. In this software

performance of such reservoirs. This integrated

package several well placement scenarios were

study on outcropping mangrove deposits provides

simulated as if the Santanyi Limestone and

insight into the properties of mangrove carbonate

surrounding facies would have been a reservoir.

reservoirs.

The main outcome of the study was that the low horizontal and high vertical permeabilities of the

A series of Miocene carbonate outcrops along

mangrove facies strongly favour field development

the south eastern coast of Mallorca include fossil

using horizontal wells.

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.

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

0307


Enhanced mass transfer of CO2 gas into water by density driven natural convection Global warming has increased interest in

A theoretical interpretation of the observed effects

quantification of the dissolution of CO2 in (sub)-

has been proposed, based on diffusion and

surface water. In all cases of practical interest CO2

natural convection phenomena. The ensuing

is present above the water. Dissolution of CO2

equations have been solved for the steady state case.

into water causes a density increase, with respect to pure water. This density effect causes natural

Convection effects are no longer dominant in the

convection, which enhances the mass transfer rate

long term and the mass transfer rate becomes a

across the interface. To our knowledge, only a few

diffusion process. The experimental data allow the

studies have been carried out to experimentally

determination of the diffusion coefficient. Its value

investigate this mechanism.

agrees with values presented in the literature.

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.

Student:

H.A. Delil

Supervisors:

Dr. J. Bruining


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


0307


Recovery Enhancement by Injection of Low Quality Steam with Volatile Oil It is generally expected that consideration of non-

In this study, steam drive recoveries of oil with

conventional oil resources and new technologies

and without volatile oil (alkanes) are compared.

in exploitation and exploration will enhance the

As opposed to previous studies where high quality

future oil reserves. Different sources quote different

steam is used, this study is focused on the low

values for these increased reserves. However,

quality steam injection. The most interesting result

it is generally agreed that the same order of

of this study is that the recovery enhancement due

recoverable heavy oil exists as remaining reserves

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

of conventional oil.

is much less for low quality steam. For the modeling of the experiments the STARS simulator is used.

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.

Student:

M.N. Guy

Supervisors:

Dr. J. Bruining


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0307

Stress estimation and gas detection from seismic reflection coefficients at a non-welded interface We investigate the possibility to estimate effective

stress-compliance relation is available. Both

stress and detect gas from seismic reflection

estimations yield best results at normal incidence,

coefficients at a non-welded interface. The

where the inversion can be approximated by a

interface is represented by a planar distribution

simple linear expression, relating the imaginary part

of penny-shaped cracks, resulting in a linear slip

of the AVO intercept directly to the compliance.

boundary condition with a normal and a tangential

Realistic changes in crack infill have more influence

compliance. These compliances change as the

than realistic changes in effective stress; thus the

planar crack density decreases exponentially (due

suggested approach has more potential for gas

to crack closure) with increasing effective stress.

detection than for stress estimation.

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

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

0307


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

Attempt has been made by means of laboratory

Five experiments were conducted with different

investigation to quantify the effect of standard flow

combinations of crossflow and permeate velocity.

parameters on the formation of external filter cake

Results indicate that at regions in the fracture close

in water-injection fractures. The approach was to

to the wellbore, decrease in injectivity could be

simulate three flow regimes in fractures during

dominated by external filter cake formation. The

produced water re-injection. The simulated zones

low permeate rate relative to the crossflow flow

are the entrance to the fracture adjacent to the

rate ensures that formation damage is gradual. A

wellbore; a region in between the wellbore and the

comparison of the result of the last two experiments

fracture tip; and finally the region at the fracture tip

underscores the relevance of crossflow flow on

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

external cake formation and the associated erosion.

were kept more or less constant except for the

Based on the experimental conditions, it was

permeate and crossflow velocity that were varied

concluded that a relatively high crossflow flow rate

to see what the impact would be on the process of

will result in accelerated external filter cake erosion.

cake formation.

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

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Modeling sediment storage in a tidal dominated delta, the Fly River, Papua New Guinea Tide dominated deltas are not studied so

result of only sediment deposition at the delta

extensively as river-dominated and wave-dominated

apex, due to low velocity and low river discharge,

deltas. Through modeling of a tide dominated delta,

sediment has not been transported towards

insight will be achieved about the influences of tidal

downstream area. With tide and without tide

and fluvial processes on sediment transport and

scenarios, resulted into differences in sedimentation

deposition in these tide dominated environments.

patterns, based on grainsize characteristics. The

Process based modeling of tide dominated deposits

morphological development shows that changes

makes it possible to distinguish the controls of

around a specific island has resulted scouring of the

tidal depositional processes on the depositional

channel bottom at tidal conditions and deposition

architecture in terms of reservoir properties. Due

of coarse grained sediments along the sides of

to the fact that tide-dominated deposits are very

the channel. Further it was distinguished that the

heterogeneous, process based modeling of these

highest sand accumulation has been occurred at

deposits could support high resolution correlation

the upstream part of the island and the highest clay

and delineation of reservoir flow units.

sedimentation at the downstream part of the island. This characterizes an important difference between

The objective of this research was to model the

more fluvial-dominated deltas and tide-dominated

sediment storage in the tide dominated delta and to

deltas. The main problem during modeling was

study morphological changes in the delta at annual

related to the scaling of the model according to

conditions and due to variable river discharge and

the Fly delta geometry and flow conditions. This

sediment load.

was caused by the Delft3D model limitations, for size and resolution of the model grid. Overall we

The research method involves process based

conclude that longer-term simulations create the

modeling with the Delft3D modeling software.

possibility to study the morphological development

Here several scenarios have been executed while

within the delta in more detail.

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

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

0307

Engineering Geology

Applied Earth Sciences Theses

Engineering Geology

73

74

0307

Engineering Geology

The investigation on the formulation of a new design code for MV-piles This thesis investigates, whether the current

This formula differs from the old one on the

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

following two aspects:

be updated, because these days the used piles are

• CV = Calculation value for the circumference of

much larger, than the time when the current code

the pile

was formulated. In order to check if the current

• W = width of the pile

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

• H = height of the pile

was calculated for forty-seven piles, using the

• t = 2.5 %

bearing capacity derived from the pile load-tests. The final conclusion of this thesis is to use the

F

Pile

qc ⋅ L⋅ O⋅ α t

lowest value for the bearing capacity that is

av

predicted with either the formula above or the

In which:

existing formula. The differences in correctly

• Fpile = Bearing capacity

predicted bearing capacities between both methods

• qav = Average cone resistance over the length

where too small to replace the current formula by

where shaft resistance is mobilised

the new one. But since the new formula does not

• L = The active length of the pile

overpredict the bearing capacity of the larger piles,

• O = Circumference of the pile

this will lead to safer design of MV-piles.

• 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:

F

Pile

qc ⋅ L⋅ CV⋅ α t av

qc ⋅ L⋅ ( 2 ⋅ W + 0.38 ⋅ H) ⋅ 0.025 av

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

0307

Engineering Geology

Influence of spatial correlation length on predicted settlements of a road embankment In the common geotechnical engineering practice

road axis for three representative locations. The

the shallow subsurface is often modelled in several

methodology of creating a lithological random

layers by assigning to each of these average

field is followed. Furthermore the outcomes of

material properties. However the reality is quite

the realization technique are compared with the

different. The soil properties are characterized

outcomes of the classical approach which is used in

by spatial variability within each homogeneous

the common Civil/Geotechnical Engineering practice.

lithological unit. This variability can be taken into

(This work was supported by TUDelft and TNO-

account by incorporating the value of the spatial

NITG/Nederland’s Institute for Applied Geosciences)

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 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

75

76

Engineering Geology

0307

Plaxis Soft Soil Creep: de toepassing van een isotroop kruipmodel op de anisotrope ondergrond In met name West-Nederland bestaat de ondergrond

2D vervormingen blijkt de K0nc-afhankelijke

voornamelijk uit slappe klei- en veenlagen. Bij het

M parameter een belangrijke modelparameter.

aanbrengen van een maaiveld belasting zullen er in

Aandacht is daarom besteed aan de bepaling

deze slappe grondsoorten verticale en horizontale

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

vervormingen optreden. Voor het berekenen

realistischere waarden voor M(K0nc) dan de

van de vervormingen zijn verschillende modellen

vuistregel van Jaky. Verder heeft de geometriekeuze

beschikbaar. Het 3-dimensionale SSC model is

(axisymmetrisch of plane strain) en de bepaling

echter het eerste materiaalmodel in Plaxis waarin

van de doorlatendheid significante invloed op de

kruip is geïntroduceerd. Dit model is gebaseerd op

resultaten.

het 1-dimensionale a,b,c-Isotachenmodel. Bij de No-Recess case is de anisotrope ondergrond Uit praktijk ervaring blijkt dat bij de aanbevolen

gemodelleerd met het isotrope SSC model. De

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

gevonden horizontale vervormingen sluiten bij

samendrukkingsparameters de zetting van het a,b,c-

een juiste parameter- (doorlatendheid en M) en

Isotachenmodel niet in overeenstemming is met de

geometriekeuze (axisymmetrisch of plane strain)

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

goed aan bij de gemeten vervormingen. Voor

belangrijkste rede dat dit onderzoek is opgesteld.

de zettingen geldt dit echter niet. Het model

Er is onderzoek gedaan naar de oorzaak van dit

overschat de zettingen vooral in het begin van de

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

ophoogfase. Niettemin lijkt het model de horizontale

een samendrukkingsproef en een case. Verder is

en verticale kruip én horizontale / verticale

het SSC model beschreven en gevalideerd aan 2D

vervormingsverhouding goed in te schatten. Bij de

vervormingen. Het algemene doel van dit onderzoek

gekozen parameters is de anisotrope ondergrond

is het verbeteren van de praktische toepasbaarheid

daarmee goed met het isotrope SSC model te

van het SSC model.

simuleren.

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 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

0307

Offshore Engineering

Offshore Engineering Theses

77

78


0307

Conceptual Design of a Tension Leg Platform Optimized for the Heerema Group capabilities In the search for offshore hydrocarbons many

Equatorial Guinea, an integrated TLP which has been

platform concepts have been developed over the

self-installed. Finally a conceptual design for the

years. One of those concepts is the Tension Leg

Heerema Tension Leg Platform (HTLP) is presented.

Platform (TLP), a floating platform connected to

The installation of HTLP has been investigated

the seabed by vertical tubulars, called tendons,

for sea states with a probability of exceedence

which are under permanent tension using excess

around 50% in both Equatorial Guinea and Angola.

buoyancy of the platform. The three companies

The dynamic hook load fluctuations in the cranes

within the Heerema Group have been involved in

have

the engineering, fabrication, transportation and/or

configurations of the HTLP and the SSCV Thialf. A

installation of more than 70% of all TLP projects

dual crane installation proved to be preferable over

since the installation of the first TLP by the Semi-

a single crane installation.

Submersible Crane Vessels (SSCVs) Balder and

jpg

been

investigated

for

several

installation

Brinkhuis.

Hermod. Both the hull and the transportation and installation In general, two different installation methods for

process of the HTLP have been compared to

TLPs can be distinguished: self-installation and

competitive TLP designs. Compared to the reference

installation assisted by a crane vessel. Self-installable

TLP, the hull efficiency can be increased, which can

TLPs are usually considered to be integrated TLPs,

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

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

total time of transportation and installation can be

completed in the yard and the integrated TLP is

reduced by 16% compared to separate hull and

transported to the installation site. The impact of

topsides installation. This can result in a reduction

stability requirements on the hulls of self-installable

of 23% on the installation and transportation costs.

TLPs during the installation can be significant and

For water depths ranging from 500m to 2000m the

may result in a hull design which is not optimal for

HTLP can compete with existing TLP designs, with

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

respect to displacement. The influence of composite

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

tendons on the displacement of the HTLP has also

the impact of the stability requirements on the hull

been investigated. For depths exceeding 1200m,

can be reduced and more optimised hull designs can

composite

be achieved. As a consequence, these optimised

decrease of the displacement of the HTLP.

tendons

can

result

in

a

significant

hull designs have insufficient stability for a freely floating hull with integrated topsides. Therefore the

Although the conceptual design presented in this

installation is split into two phases: first the hull is

study is by no means an optimal design for the given

installed, followed by the offshore installation of

environmental conditions, it does provide insight in

the topsides. This leads to a considerable increase

the potential of a TLP optimised for both in-place

in installation time. A combination of these two

conditions and the capabilities of the Heerema

installation methods is presented in this study as

Group. It is concluded that such a TLP can be

the preferred installation method for the Heerema

advantageous compared to competitive TLP designs

Group: crane assisted installation of an integrated

and it is recommended that more research will be

TLP.

conducted in the feasibility of a Heerema Tension Leg Platform.

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 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

0307


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

Introduction

Yoke Quay Mooring Concept

The objective is of the thesis study was to develop

Three terminal concepts have been developed

a concept design for a freely weathervaning LNG

and analyzed using the AQWA software for

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

hydrodynamic calculations. The selected concept is

African environment (Nigeria), which survives the

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

100-year conditions and which is operable up to the 1-year extreme conditions.

The concept consists of three main elements; the

The terminal must be suitable for non-dedicated

floating quay structure, the connection method of

LNG carriers with a mid-ship manifold and

the quay to a fixed tower and the mooring system

conventional mooring line facilities. The LNG carrier

for LNG carriers.

has a capacity of 135000 cubic meters. Submerged

A semi-submersible structure was selected as

cryogenic swivels or flexible cryogenic hoses are

a quay structure. The quay has a limited width

not permitted in the terminal design. Proven LNG

in order to make the loading arms suitable for

loading arms are to be used.

operation at both sides. Eight quay designs have

In operational conditions, the relative motions

been analyzed. The seventh quay design has the

between the mid-ship manifold on the LNG carrier

best motion behavior in survival conditions and the

and the LNG loading arms on the terminal must

smallest loads in the mooring lines in operational

remain below the allowable limits. The loads in the

conditions. This quay design is shown in figure 2.

mooring lines may not exceed the maximum safe

The Soft Yoke Mooring and Offloading system

working load. In survival conditions the minimum

(SYMO) developed by SBM for the application of

allowable keel clearance is 1 meter.

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


79

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0307

A Practical Assessment of Lateral Buckling Sensitivity of Subsea Pipelines Increasing numbers of subsea pipelines are required

lateral buckling are described by the axial stiffness

to operate at very high pressures and temperatures.

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

A subsea pipeline operated at temperatures and

parameters with the key properties by means of

pressures above ambient will expand. If the pipeline

dimensional analysis, leads to four dimensionless

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

parameters. They are: πforce, πlateral_friction,

stresses will develop as temperatures and pressures

πaxial_friction and πOOS. These dimensionless

increase. In case these axial compressive stresses

parameters characterise the initiation of buckling

reach a critical value and the pipeline is not buried,

and are called Buckle Indices.

they may lead to lateral movement of the pipeline. This phenomenon is called lateral buckling and

Finite Element Modelling (FEM) has been used to

may be a problem if the stresses and strains in

analyse the relationships between the different

the pipeline exceed the design criteria. As a result

Buckle Indices. This analysis demonstrated that the

lateral buckling has to be considered during the

force at which buckling is initiated is independent

design of subsea pipelines where high pressures and

of the axial resistance. Therefore the initiation

temperatures occur.

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

Buckling theories have produced several methods

plotting πforce / πlateral_friction as a function of

and models to assess the susceptibility of

πOOS.

pipelines to lateral buckling. However, results of

The operational data of the pipelines used in this

these methods and models are felt to be very

study have been provided by NAM or Shell Expro.

conservative. If a discrepancy between theory and

Predetermined criteria have been used to select

reality does indeed exist, unnecessary costs deriving

pipelines which were thought to be most susceptible

from conservative designs are incurred during

to lateral buckling. From this selection of eight

construction of pipelines. The objective of this

pipelines, only one was reported to have actually

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

buckled laterally. Part of the operational data needed

theoretical results with actual operational data

to calculate the input parameters of the BIM was not

with respect to the initiation of lateral buckling, to

available. Therefore the results of the BIM based on

confirm the theoretical discrepancy (if any) and help

operational data, should be treated with care.

to identify the causes. This tool has been called the Buckle Indices – Method (BIM).

By comparing the results of the BIM based on FEM

Based on literature studies a number of key

and based on operational data, a discrepancy has

parameters has been identified that influence the

been shown, indicating that FEM is conservative.

initiation of lateral buckling. These are: effective

Reasons for this may be an incomplete soil model

axial force at which buckling occurs (Sbuckle), lateral

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

resistance (Rl_breakout), axial resistance (Ra_

operational data due to lack of accurate actual soil

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

data or an overestimation of the actual effective

All key properties of the pipeline with respect to

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


0307

81


Feasibility study of the use of the Ampelmann in Shell

For the winter production of hydrocarbons at sub-

With respect

arctic Sakhalin Island (Russia), Shell has applied

to deviating

a dedicated vertical chute system for the use as

ice-drift

emergency evacuation method to escape directly

directions and

from the top deck of the offshore installations down

the presence

to the deck of an Ice Breaking Standby Vessel. This

of ice-rubble

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

formations

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

around the

to compensate for the wave-induced motions of

legs, the

the vessel. By the nets, the personnel encounter a

chute is finally

decelerated fall to the vessel underneath.

substituted by a suspended

In this thesis study, the reliability of this Skyscape

gangway design

is investigated with respect to several (sub arctic)

(concept 4:

environmental conditions: swell-in-ice events, wind

see figure

affecting the alignment of the chute, deviating

above). This

ice-drift directions and the formation of ice-rubble

gangway design

around the offshore structure. The findings of

leads over

this reliability review is that the environmental

the ice-rubble

conditions will limit the safe operation of this chute

formations and

significantly, resulting in an unavailable evacuation

can be directed into any likely wake direction behind

method for over 12 days per winter.

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

To improve the availability of this Skyscape (concept

ISO standards has been applied. In this triangular

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

approach, the ‘hardware integrity’, ‘procedures

vessel and the chute is studied. By canceling out all

and controls’ and the ‘personnel competences’ of

wave-induced motions of the vessel, the Ampelmann

each concept are valued. It is concluded by this

eliminates the risks encountered by the hazardous

ALARP demonstration that the suspended gangway,

folding characteristics of the Skyscape chute (concept

supported by the Ampelmann, demonstrates to be

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

ALARP for sub arctic conditions: concept 4 meets

line in between the vessel and the suspension point

the lowest risks that are reasonably practicable in

of the chute is suggested (concept 3).

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


82

0307


Fsru processes

The liquefaction and regasification terminals for

the ‘best value’ BOG management solution. The jet

natural gas are traditionally located onshore.

pump system does not require any compression of

With the increasing demand for natural gas, new

the BOG, which makes it attractive in view of the

locations could be located offshore for various

safety, environmental impact and operating costs.

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

The main disadvantage is that the solution is not

onshore liquefied natural gas (LNG) import terminal

yet proven technology and that a pilot plant will be

is called a Floating Storage Regasification Unit

required to test and validate its capability to deal

(FSRU) and is a permanently moored offshore LNG

with BOG.

import terminal. Regasification systems

The two main activities on board an FSRU are

The vaporization of LNG requires a substantial

storage and vaporization of LNG. These activities

amount of heat that can be withdrawn from three

introduce the following challenges:

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

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

(ii) Sea water; (iii) Air.

cargo storage tanks in order to avoid overpressure.

In the best value system natural draught ambient

Except for in emergency situations, the BOG should

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

not be wasted for environmental and commercial

can provide a large percentage of the required heat

reasons.

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 sendout temperature. Conclusions & Recommendations

An FSRU has to

The preferred solution will depend on project

reliably vaporize

specific data. The study report presents an overview

LNG at a constant

of the feasible options and discusses the main

rate after it has

features, pros and cons for different scenarios. (See

been boosted to

chapter 2 for the overview.)

send-out pressure.

Each FSRU project should start with an identification

Boil-off gas handling systems

of possible alternatives in order to continue with a

Three different methods exist to handle the BOG

systematic comparison, in which the project specific

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

data are taken into consideration to select the

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

preferred solution(s).

BOG with subcooled LNG in order to dissolve the

The conclusions and recommendations of the study

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

report can be used in the initial phase of FSRU

by cooling it down and send it back into the cargo

design development in order to aid the selection

tanks.

process for the preferred BOG management and

This study has identified the use of jet pumps as

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


0307


Structural analysis of impact on guides and bumpers

To provide for accurate positioning, during offshore

time domain solver LS-DYNA. The resulting contact-

lift-operations, generally use is being made of guides

model was then incorporated in the user-defined part

on the receiving support structure and bumpers on the

of LiFSiM and a comparison was made with the results

topsides that is being installed. During a certain stage

obtained with a contact-model constructed in the

of the lift process, in which initial contact between

conventional way. The LS-Dyna analyses learned that

topside and support structure takes place, impact

the impact velocity hardly has any influence on the

loads are a common phenomenon, which makes this

development of the impact force, only on the eventual

stage the most critical with respect to damage to both

maximum magnitude of the impact force; the higher

structures.

the velocity, the higher the maximum impact force will be. The results also showed that during an impact

Therefore an analysis has been performed in order

no velocity dependent viscous damping is present,

to asses the risk of possible impact loads and the

but only elastic-plastic damping through plastic

magnitude thereof. Normally this is done with a

deformation. Implementing both contact-models in a

multibody dynamics program (LiFSiM) which can

LiFSiM model resulted in simulations which revealed

accurately predict motions of a floating support

that the conventional contact model resulted in highly

structure and of a crane vessel with a deck hanging

unstable simulations, whereas the new contact-model

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

resulted in more stable simulations. However, both

between guides and bumpers during impact may

types of LiFSiM simulations required an extra velocity

be adequate to derive realistic motion behaviour

dependent viscous damping force in the contact

of the system but is considered inadequate for the

model, in order to be able to complete simulations

assessment of the magnitude of impact forces.

without them becoming numerically unstable.

Furthermore, modeling of the impact process itself is completely dependent on the choices made by the

As a result of uncertainties introduced when

responsible engineer. The linear single-spring model

considering damping as a part of both contact-

which is generally being used seems not sophisticated

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

enough to fully describe the structural behaviour

and without damping, have been conducted. Now

of “guide & bumper” during impact. Refining this

a direct comparison could be made between the

(structural) model, describing the contact stage, is

performance of LiFSiM and LS-Dyna. This learned that

expected to be necessary to achieve more accurate

LiFSiM correctly calculates the impact forces when

predictions of the magnitude of impact loads.

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

Based on a finite element model of a typical guide and

guidelines appear to be very stiff and only utilize their

bumper design which was previously used by HMC

elastic capacity, which results in relatively high impact

on an offshore removal project, a different and more

loads. Less stiff guide design and allowing for plastic

accurate contact-stage model has been created. This

deformations can lead to lower impact loads and

was done by analysing the FEM model with the explicit

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


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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.

The proposed design of hydrate mining equipment

This causes production rates to stagnate and

is driven and controlled by a pressurized fluid. The

induces bore hole instability. A combination of

fluid is circulated through the mining equipment

excavation and pressurization during the production

by a pressure difference over the injection and

of hydrate bearing sediments is proposed to avoid

export means of the mining tool. The driving of

these problems. The generation, basic design and

the cutterarms is achieved by a set of Positive

challenges of gas hydrate mining equipment are

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

presented in this study.

by a pressure difference over their inflow and outflow channels. Pressure release valves control

The generation of hydrate mining concept designs

the production rate, and an actuation cylinder

has been executed by using a morphological

determines the position of the cutterarms.

matrix. The most promising concept design has been worked out in more detail. A computational

The simulation demonstrates the importance of

simulation and analysis of the selected concept

pressure release valves for maintaining a constant

design has been executed for various reservoir

production rate under irregular reservoir conditions.

conditions. Based on different production and

The energy balance showed a positive net

reservoir scenarios, energetic and economic

production of energy for each reservoir scenario and

analyses were executed to provide first insight in

production sequence. The economic balance showed

the feasibility of hydrate mining.

a negative net profit for all scenarios at the current gas price. The current day rate of a drill rig has

This concept design of a hydrate mining tool

major impact on the net profit. The net profit will

exists of two rotating cutterarms. The mining

become positive for a gas price that equals three

tool is lowered from an ordinary drill rig by a drill

times the current gas price. The layout and working

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

method of this concept mining equipment creates

bores itself to the hydrate bearing sediment and

the possibility of mining other valuable minerals

production is started. Upon termination of the

from ocean sediments.

production, the mining tool is able to excavate itself out of the ocean floor from where it is lifted to the drill rig.

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


0307


The upgrade of “Noble to Van Langeveld” to 1500 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

The mooring design is based on the design loads

Africa and South East Asia are selected as the most

in both areas and is analysed using the mooring

promising locations to upgrade the NTvL for.

program Seamoor. The modifications to the mooring

The environmental loads in both areas (West Africa

system currently installed are minimized, resulting in

and South East Asia) are formulated, resulting

an additional 200 m of anchor chain to be added to

in a set of design loads, which the NTvL should

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

be capable of withstanding. The environmental

design mooring system for each winch consists of a

conditions in West Africa are benign, compared to

chain-wire-chain connection as follows :

South East Asia. In South East Asia tropical storms

• 1280 m bottom chain length

(typhoons) are present. These occur throughout

• 2020 m wire insert length

most of the year and impose especially large wind

• 200 m top chain length

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

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

is abandoned as safe work is not possible anymore.

top tension of 150 tons.

The environmental loads are divided into wind, wave

On the NTvL, the Noble Drilling aluminum alloy

drift and current loads. The wave drift loads are

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

composed of potential wave drift loads and viscous

suspended weight of the riser. Therefore, only minor

wave drift loads. The potential wave drift loads

modifications to the riser tensioner system are

are computed using DELFRAC. The viscous wave

required. The required number of riser tensioners

drift loads are computed using the model created

can be reduced by installing more buoyancy on the

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

riser.

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

The riser motions result from the mooring system

Viscous wave

characteristics and the environmental conditions as

drift loads

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

are found by

resulting bending and tensile stresses in the riser do

integrating

not exceed the yield stress of the aluminum.

the drag

In conclusion, the upgrade of the NTvL to West

component of

Africa and SE Asia conditions is well possible with

the Morison

relatively minor modifications to the mooring and

equation over

riser systems.

the structure height and averaging this over one wave period.

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


85

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0307

Structural optimization of monopile foundations for offshore windturbines handled by integrated analysis Wind energy is a clean renewable source of

In the design process for monopile foundations

energy and currently undergoing major growth in

for the Kentish Flats wind park Rambøll made the

application. Although the vast majority of newly

decision to deviate from the approach of using

installed wind farms are still onshore, offshore wind

standardised foundation structures throughout

energy has the advantage of greater average wind

the wind farm. Using advanced analyses, detailed

speeds and lacks the nuisance problems associated

data and individually designed monopiles resulted

with implementation of wind energy nearby people’s

in a significant weight and cost reduction for the

homes. The higher cost of offshore wind energy

foundation structures. Ever increasing size of wind

is the major barrier for larger implementation;

farms increases potential gains from individualised

increased cost of the foundation structure of

design, but the manual work involved rises as

offshore wind turbines is the main reason for the

well. Development of automated tools will thus

higher investment cost. Consequently lowering

be necessary. The development of an automated

these costs has a high priority to increase the

optimization procedure for this purpose has been

competitiveness of offshore wind energy.

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)


0307


A probabilistic approach to jack-up leg penetration in stratified soils When jack-up platforms are installed at their

Predicting the leg penetration and punch-through

temporary site of operation, geotechnical engineers

risk is complicated due to three areas of uncertainty.

gather soil samples in order to determine the soil

They are the spatial variability in both vertical

property values. If the soil property values indicate

and horizontal direction as well as the uncertainty

a soil profile with sufficient bearing capacity,

incorporated in the models used to predict the soil

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

bearing capacity. The models consider three main

compartments with seawater. The preload forces

failure mechanisms. They are general shear of both

the leg footings, or spudcans as they are called,

sand and clay, squeezing of clay and punch-through

to penetrate the soil to a depth where adequate

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

bearing capacity is encountered. It is the preloading

By using probabilistic methods, the spatial variability

phase in which a hazard known as punch-through

as the model uncertainties can be taken into

is present. If the soil profile consists of a strong

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

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

the probabilistic method of Monte Carlo simulation

a spudcan can punch through the strong layer and

has been used to predict the probability of punch-

plunge into the weaker layer before the intended

through failure.

preload is reached. This may lead to damage to the legs and/or platform.

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


87

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0307

0307



89

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0307

Master’s Theses October 2006 Civil Engineering Theses

Predicting time dependent reinforcement corrosion due to chloride ingress


Student: I. Mele

Amsterdam ArenA Ontwerp en constructieve uitwerking veld ophangen aan dakconstructie. Student: J.M.G. Huijbregts


Deuvelwerking van randbalken als onderdeel van vloeren in prefabbouw

Non-linear FEM modelling of steel fibre reinforced

Student: E.A. Pieterse

concrete for the analysis of tunnel segments in the thrust jack phase

CO2 emissie modelering van de gebouwschil

Student: R.A. Burgers

Student: H. Staal

Drijvende achterlandverbinding in zeer hoge sterkte

Lightweight cold rolled steel construction systems

beton

Student: C. van Zandwijk

Student: E.D. Pinas Bouworganisatievormen voor infrastructuur Zettingsgedrag van blokkenmuren bij een variabele

projecten voor gemeente Den Haag

grindlaag

Student: H.J. de Graaf

Student: P.J.H. Renders Ontwikkeling Life Cycle Management Model voor Comparison between the VBC/VBB and the Euro

Kademuurconstructies

code Design of incremental launching Box Girder

Student: G.H.S. Weisz

Bridge using high strength of concrete Student: K. Sinnadurai

Energie uit afvalwater Student: J.D. Spronk

Onderzoek naar autogene vervorming van cementpasta en beton.

De samenwerking tussen uitvinder en ondernemer

Student: G.A. Leegwater

bij technologische Start Ups met een patent Student: O.J. Meijer

Sea Ice – Offshore Structure Interaction: Steady State Downward Bending

Adaptieve Temperatuurgrenswaarden

Student: P. van der Male

Student: M. van Beek

Ground vibrations induced by a high-speed train


running over inhomogeneous subsoil

Abstract

Student: K.N. van Dalen

Student: T.M. Caus

Gedrag Staal-beton kokerliggerbrug met

Comparative analysis of design recommendations for

geprofileerde lijven

quay walls

Student: A. El Hadji

Student: E.Meijer

Ontwikkeling van een methode om het mechanische

Summary

gedrag van ASR gels te meten.

Student: E.A. van Blaaderen

Student: P.C. Crucq Wave characteristics derived from video Effects of nano-clay modification on rheology of

Student: C. Bos

bitumen and performance of asphalt mixes Student: D.B. Ghile

Influence of foreshore steepness on wave velocity

0307


and acceleration at the breakwater interface

MeteoLook – a physically based regional distribution

Student: N.J.Oortman

model for measured meteorological variables Student: M.P. Voogt

Surfability of an ASR in irregular waves Student: R.W.J. Over

Flood Control? An Evaluation of the Impacts of Flood Control and Drainage Projects in Bangladesh

Morphodynamic modeling of a schematic barrier

Student: M.L. Drost

island Student: B. de Sonneville

Nalevingsmetingen in het waterbeheer Een casestudy naar de Wet beheer

Het effect van erosie en grondeigenschappen op het

rijkswaterstaatswerken

dynamische gedrag van offshore windturbines

Student: M. Hofstra

Betreffende stalen en betonnen mono paal funderingen

Risicoanalyse binnen het regionale waterbeheer

Student: J. Van Ginhoven

Student: G.F. Verhoeven

Cost-Estimating of Heineken Breweries Worldwide

“Vasthouden, bergen, afvoeren” onder de loep;

A Probabilistic Framework

Onderzoek van de effectiviteit van maatregelen

Student: M. Groeneveld

tegen wateroverlast door neerslag, toegepast op polder Eijerland

Uretek Deep Injection Method. Lifting of settled

Student: G.J. Zegwaard

foundations Analysis of full scale test results Student: R. van Reenen

UV/H2O2 behandeling bij drinkwaterbereiding: Onderzoek en ontwerp

Verticaal evenwicht van damwandconstructies

Student: D. de Ridder

Student: M. de Koning Treatment Techniques for Combined Sewer a,b,c- Isotachenmodel (van a,b,c tot zetting)

Overflows

Student: D. Sipkema

Student: S.M. Scherrenberg

Masterplan for the Port of Azzawiya, Libya

New process of drinking water production in 21st

Student: P.J.J. Groenewegen

century Student: S. Li

“De In- en Uitbreiding van het Haven- en Industriegebied Moerdijk”

Sediment Resuspension Effect on Water Quality in

Student: D.B. de Bondt

Drinking Water Distribution System Student: Q. Wang

Samenvatting Student: E. van der Maaten


Rijgedrag bij werkzaamheden Zicht op versmalde Watermanagement

‘Measurability of hydrological processes by means of

stroken vanuit de helikopter Student: R.J. ter Kuile

gravimetrical measurements’ Student: J.E.J. de Goffau

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

Predicting Ulva growth in a saline Volkerak-

batenanalyse

Zoomlake

Student: M. van ‘t Hof

Student: R.P. Hulsbergen

91

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0307

Paramaribo op orde; Structuurvisie Groot-

Screening of Reservoir Characteristics for the

Paramaribo 2020

Applicability of Smart Field Technology to Dynamic

Student: Y. Blufpand

Water Flood Optimisation Student: A. Altintas

Werken aan vitale wijken Student: E. Martens

Fluid front detection from time-lapse pressure propagation test

Applied Earth Sciences Theses

Student: R. Formoso-Rafferty Castilla


Feasibility Study of WAG Injection in Naturally

Experimental study on the vitrification of bottom

Fractured Reservoirs

ash from municipal waste incinrators

Student: J. Heeremans

Student: M. Oorsprong Trapping Sequence Determination in Deep-bed Prediction of ore mixture grinding behavior

Filtration using Colored Particles during Produced

Student: A. Scheltema Beduin

Water Reinjection Student: B. Turekhanov

An Experimental study on the thermal behavior of heavy metals and minor elements in fly ash from a

Engineering Geology

municipal solid waste incinerator

Massive Flank Collapse at La Palma Numerical slope

Student: N.R. Wilson

stability models of the Cumbre Vieja Volcano Student: J.M.C. van Berlo


Analysis of Geochemical data from Wells and

The accuracy of the interpretation of CPT-based soil

Outcrops, in the Permian Tanqua subbasin fan

classification methods for soft soils.

complex, southwestern Karoo, South Africa

Student: J. Mollé

Student: R. van den Brink Swelling and shrinkage characteristics of soils in Turbidite Slope Channel deposits, a Reservoir

the northern Netherlands and Restrained clay ring

Simulation Study based on Field Data

shrinkage

Student: R. van den Ham

Student: M. Zandbergen

The use of modern analogues in shared earth


modeling (Case study of the Cook Formation,

Motion compensated float-over installation with the

Oseberg Field, offshore Norway)

use of the Ampelmann

Student R. Thomassen

Student: F.W.B. Gerner

Analysis of Salt-Induced Stress Anomalies

Simulation of ship motions and probalistic design of

Student: A. Vogelaar

Ampelmann platforms Student: A.J. Göbel

Temperature Dependent Sorption of Carbon dioxide on coal

Safety and Reliability of Partly Jacked Vessels

Student: R.M.S. van Lier

Student: P.A. van der Graaf

Effect of sorption induced swelling on coal cleat

Calibration of SQM model tests

permeability

Student: N.P. Haakman

Student: I.J.P. Moors

0307


Cryogenic Floating Hoses for Liquefied Natural Gas

Lifespan enlargement of deck plates of movable

Transfer

steel bridges

Student: T. Klieverik

Student: M.C. Schrieks

Numerical approach for predicting heave motion

Technische haalbaarheidsstudie van een ultra-hoge-

coefficients for a Tophat Design

sterkte betonnen boogbrug

Student: A. de Leeuw

Student: J. den Hollander

Ships going semi?

Connections Pile with Upper Structure for Concrete

Student: D.A. Manschot

Jetty Numerical analysis and design proposal

Environmental Load Calculations on Space Frame

Student: W. Xia

Support Structures for Offshore Wind Turbines Student: A.H. van der Pol

Flexvloer – Onderzoek naar de constructieve aspecten van een nieuw vloersysteem

Deep water riser concepts offshore Angola

Student: H.G. Burggraaf

Student: S. van der Puttem On Isogeometric Analysis for Crack Modelling LNG export and shipping in Arctic seas – a new way

Student: W.M. Swolfs

of LNG shipping in Arctic seas Student: Y. Shu

A Very Large Floating Container Terminal Student: G.V.P. de Rooij

Operability of a floating LNG Terminal Development of a new approach and berthing

Laser welded steel bridge decks

concept for an exposed location

Student: H. Stam

Student: J. Wolff Haalbaarheidsonderzoek vervanging verslechterde Implementing a frequency domain approach for the

houten brugdekken door middel van VVK

fatigue analysis of offshore wind turbine support

Brugdekken

structures

Student: D. Leliveld

Student: W.E. de Vries Design of an integral bridge by FE modelling Master’s Theses June 2006

Student: J.E. Göttgens


Larch Round Wood and its applications Student: R. Schuch

Structural engineering

Possible use of C-Fix in Porous Asphalt

Adaptive Anticlastic Membrane Structures

Student: R.N. Khedoe

Prestressed by Edge Cables and Actuators Student: P.C. Oltheten

Spoorvernieuwing in de London Underground Student: A.M.P. van Rossum


Gekromde Hoogbouw Damping of vibrations in slender tubes of arch bridges Student: R. Gerbranda

Student: M. Wiersma

93

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0307

Optimizing future risk management at Fluor based

Vetiver grass as bank protection against vessel-

on historical project data

induced loads

Background

Student: D.J. Jaspers Focks

Student: F.C.P. van Roij Design of granular near-bed structures in waves and Verhoging van de haalbaarheid van

currents

weginfrastructurele projecten door toepassing van

Student: J. van den Bos

een publiek privaat samenwerkingsmodel Student: R.M. Schunck

Run-up Reduction through Vetiver grass

Shaping the Virtual Wind Tunnel

Student: A. Algera

Student: D.P.Snijders Equilibrium and stability of a double inlet system Construction of Prefab Concrete Shells

Student: R. Brouwer

Student: M. van Roosbroeck Siltation of Incheon Terminal basin and the Kinetic Space Frames

Approach Channel

Student: P.A. van de Rotten

Student: J.J.M. van der Lans Uncertainty in the application of Bay Shape


Smoothed Particle Hydrodynamics Student: L. de Wit

Equations

Student: R. Lausman

Feasibility of IGW technology in offloading hoses

Verbetering Zeetoegang IJmuiden: Systeem met

Student: S. Nooij

keersluis, open tijdens laagwater Student: N. van der Zwan

“3D numerical simulation of a harbour flow, applied to Waalhaven, Port of Rotterdam”.

Stormvloedkering in de Westerschelde

Student: H.H.Schonewille

Student: J.M. van der Meer

Estimating Freak Wave Occurrence Probability in the

Door grond horizontaal belaste palen

Agulhas Current

Student: Is. Cherqaoui

Student: A.J. Lansen Capacity study for the port of Buenos Aires, Influence of a secondary channel on bed

Argentina

morphology and sediment distribution at a river

Student: R. Smits

bifurcation Student: J.J. de Nooijer

Dynamic Response of a Transatlantic Tunnel to a Hypersonic Train

Smart Nourishment of the Frisian Inlet

Student: W. Verdouw

Student: T.M. Kluyver Watermanagement

Sand Balance “Loswal Noord” - The Net Contribution

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

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

de koppeling tussen SOBEK en SIMGRO

Coastal Foundation

Student: J. Hornschuh

Student: M. Slee The influence of compartmentalisation on flooding Geomatrically open filters in breakwaters

in Central Holland

Student: E.F. Uelman

Student: E.P. de Bruine

0307



Suitability of natural tracers for determination of

Concrete LNG FPSO

runoff generation

Student: K. Loijen

A study in the Maisbich catchment (Luxembourg) Student: M. Jasperse

Availability of a weathervaning LNG import import terminal

Land Subsidence and Water Management in

Student: A. van der Pijl

Shanghai A study into the reason, prevention methods and

Extension of pipelay capacity on Allseas’ Solitaire by

future development of land subsidence in Shanghai.

S-lift implementation

Student: Q. Wei

Student: M.Dikkers

Hergebruik van Afvalwater: Duurzame bron of

Master’s Theses March 2006

onnodig risico? Student: L. Meijer

Samenvattingen Civiele Techniek

Substandard Supply Minutes in relation to risk


management for water supply

Voorontwerp en dynamische analyse van een

Student: S.C.Alberga

hardhouten tuibrug voor langzaam verkeer Student: J.J.M. van der Asdonk

Development of Indirect Potable Reuse in impacted areas of the United States

BOUW - Software voor bepaling tuikabel-

Student: H.P. Jansen

voorspankrachten Student: P.A. Brongers

Transport & planning

Netwerkconcepten in Ruimtelijke Planning

Bouw - Voorgespannen Spoorbrug in Hogere Sterkte

Student: M.C. van Breukelen

Beton Student: H.J. de Bruijn

Machine Learning en het voorspellen van de individuele schadekans

Experimenteel onderzoek naar de RCM-methode

Student: C.P.J. van Hinsbergen

Student: S.M. van Dalen

Openbaar Vervoer Paramaribo:

Phenomenological Modelling of Vortex-Induced

Een netwerk en lijnennet ontwerp

Vibrations of Deep-Water Risers

Student: S. Ferrier

Student: W. Hoogkamer

Verkeerscirculatieplan voor Hoek van Holland op

BOUW - Minimum wapening in gewapend betonnen

drukke stranddagen.

platen

Student: A. Meurs

Student: J. Keijnemans

Verkenning naar de toepasbaarheid van

Bouw - IJmeerverbinding

microsimulatie bij beslissingsondersteuning

Student: R.L.J. Maes

Student: J.R. de Vos Joint behaviour in microtunnelling processes Applied Earth Sciences Theses

Student: Mohammed Abdelkarim Taher

This publication there were no Applied Earth Sciences theses available

Innovation of stress and damage reduction in bored tunnels during construction, based on a shield equilibrium model Student: Q.C. de Rijke

95

96


Discontinuous Galerkin methods for elastoplasticity Student: D. Romagosa Sanchez-Monge

0307


Large-scale coherent structures in turbulent shallow flows


Student: W. van Balen

Hoogbouw op ‘Stapeldok’ Student: M. Bahri

The evaluation of piping at existing flood defence constructions

De “Rotonde”

Student: A.J. Boer

Student: J.M. Brouns Erosion resistance of a grass top layer against wave Waardevol verleden...

overtopping

Student: R. M. Burer

Student: W. van den Bos

Koelkast of broeikas?

Klimaatverandering en Binnenvaart

Student: M.D. van Donselaar

Student: C.G. Bosschieter

Deployable Structures based on Mechanisms in

Admittance policy tidal bound ships

Nature

Student: R. Bouw

Student: W.L. Dumans Side channels to improve navigability on the river Constructief ontwerp van het nieuwe stadhuis van

Waal

Gouda

Student: C.A.J. van Dam

Student: T.E. de Graaff Design of a cooling water outfall system Constructief glazen element

Student: V.N. van Dijk

Student: J.F. van Heusden Nourishment Behaviour Delray Beach Constructief Ontwerp ‘VandenEnde Musicaltheater’

Student: W.M. Hartog

Student: S.T. Kiefte Probabilistic analysis of typhoon induced hydraulic “Bridge to China”

boundary conditions for Suo-nada Bay, Japan

Student: K.T. Lee

Student: E.N. Klaver

Lightness in glass constructions

Compensation Grouting Experiments in Sand

Student: J. Luttmer

Student: R.M. Kleinlugtenbelt

De Haagsche Zwaan

Humplike nourishing of the shoreface

Student: G.J. Roos

Student: L. Koster

Een snel wegneembare overkapping van tentdoek

The Irrigation System as an Open System; Proyecto

Student: N. Roovers

Rio Dulce and the Rio Dulce Basin Student: C.N. Lieveld

Techniek in Mijnbouwkunde Student: R. Sanders

Jetgrouten Student: R.M. Loeffen Theoretical and Experimental study on the placement of Xbloc Student: E. ten Oever

0307

Itapocú Inlet, Brazil Student: L.M. Perk



Functionele eisen voor beweegbare bruggen Student: C. Hofma

Planning and technical feasibility study deepwater port ‘Zona Portuaria Simon Bolivar’, Venezuela

Financieel-economische haalbaarheid van

Student: S. van Poeteren

ontwikkeling van meervoudig ruimtegebruik bij railinfrastructuur in stedelijk gebied

Transverse slope effects on widely graded sediment

Student: M. Kokshoorn

Student: P.E.M. Schoonen Woonmilieus aan de Zuiderzeelijn Drifting Sea Ice

Student: H.N. Vuong

Student: T.J. Segboer Optimal utilization of capacity A probabilistic flood risk assessment and the impact

Student: H.J.J. Wieringa

of compartmentation Student: R.P.G.J. Theunissen Watermanagement


Saturation in the New York City Watershed

Development of a CFD model for a phosphorus

Student: M.A. Borst

producing submerged arc furnace Student: A.T. Adema

Voorwaarden buitendijkse bebouwing langs rivieren Student: L.A.C. van Genugten

The effects of surfactants on the efficiency of solution gas drive

Hydrological modelling for a micro hydro-power dam

Student: Ali Barati

in the Panato creek, Suriname Student: T. Lieuw

An emf cell to measure thermodynamic properties of the magnesium – salt flux – impurity system

Application of a semi-distributed hydrological model

Student: M. Goense

based on the REW approach to the Collie River Basin, Western Australia

Modelling of Recycling Systems - Applied to Car

Student: E. Tromp

Recycling Student: G.J. de Haan

Model Predictive Control on Irrigation Canals; application of various internal models

Dynamic Interaction between Slag and Coke in the

Student: R.M.J. Wagemaker

Blast Furnace Student: A. Hoogervorst

”De provincie Zuid-Holland zit er warmpjes bij” Student: B.G. van de Weerdhof

The prediction of dross formation and the containment of dross on an Industrial

Use of culverts in dikes in the floodplain

Aluminium Recycling Plant

Student: T. Wilms

Student: V.A. de Roode

Estimating the influence of on-farm Conservation


Practices on the Water Balance,

Deposition of Colored Tracer Latex Particles in

Case of the Mzinyathini Catchment in Zimbabwe

Sandstone

Student: L. Woltering

Student: H. Bennaceur

97

98


Sensitivity Study of Fracture Properties, Related to the Production of Hydrocarbons Student: M.W.N. van Galen Engineering Geology

Numerical modelling of rock mass decay in road cuts 88 Student: W. Tegtmeier Offshore Engineering Theses

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. de Groot Pipeline rotation during installation of inline structures Student: J. Mulder Development of a compliant cone for solid tubular expansion Student: R. Schoon Shell

0307

0307


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

99

100

0307


Specialisation

Name

Telephone015-27...

Design and Construction Construction Mechanics Research Group

Construction mechanics

vacancy

Dynamics

Prof. A.C.W.M. Vrouwenvelder

Numerical mechanics

vacancy

84782

Materials Science and Sustainable Construction Research Group

Acting chairman

Prof. K. van Breugel

Fund. and Applied Materials Science

vacancy

84954

Road and Rail Construction Research Group

Road Construction

Prof. A.A.A. Molenaar

84812

Rail Construction

Prof. C. Esveld

87122

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

Methodical Design

Prof. H.A.J. de Ridder

84921

Building Informatics

vacancy

Product Design Research Group

Hydraulic Engineering Fluid Mechanics Research Group

Fluid Mechanics

Prof. G.S. Stelling

Environmental hydro informatics

Prof. A.E. Mynett

General Fluid Mechanics

Prof. J.A. Battjes

85426 85060

Hydraulic and Offshore Engineering Research Group

Probabilistic design and Hydraulic Structures

Prof. J.K. Vrijling

85278

Coastal Engineering

Prof. M.J.F. Stive

84285

Ports and Inland Waterways

Prof. H. Ligteringen

84285

River morphology & River Engineering

Prof. H.J. de Vriend

81541


Prof. J. Meek

84777

0307

Specialisation

101


Name

Telephone015-27...

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

Prof. S.M. Luthi

86019

Oil- and Gas production systems

Prof. P.K. Currie

86033

Reservoir Engineering

vacancy

Production Geology Resource Engineering Research Group

Petroleum Engineering Research Group

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

102


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0307

Master s Theses March 2007

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