3rd International Conference on New Advances in Civil...

3rd International Conference on New Advances in Civil Engineering APRIL 28-29, 2017, HELSINKI, FINLAND

1

BOOK OF ABSTRACTS

3rd International Conference on New Advances

in Civil Engineering


2

28-29.04.2017

Original Sokos Hotel Presidentti, Helsinki/Finland

http://www.icnaceconference.com/


3

ICNACE’2017

3rd International Conference on New Advances in Civil Engineering

Helsinki/Finland

Published by the ICNACE Secretariat

Editors:

Assoc. Prof. Dr. Huriye Bilsel

ICNACE Secretariat Büyükdere Cad. Ecza sok. Pol Center 4/1 Levent-İstanbul

E-mail: [email protected] http://www.icnaceconference.com

Conference organised in collaboration with Monre Tourism and Organization

Copyright @ 2017 AIOC and Authors All Rights Reserved

No part of the material protected by this copyright may be reproduced or utilized in any form or by any means electronic or mechanical, including

photocopying , recording or by any storage or retrieval system, without written permission from the copyrights owners

http://www.icnaceconference.com/


4

ADVISORY COMMITTEE

Cavit Atalar (N. Cyprus)

Rifat Bulut (USA)

David Cameron (Australia)

Feyza Çinicioğlu (Turkey)

Jason Dejong (USA)

Turan Durgunoğlu (Turkey)

Tuncer Edil (USA)

David Frost (USA)

Antonio Gens (Spain)

Erol Güler (Turkey)

Suzanne Lacasse (Norway)

Tim Länsivaara (Finland)

Charles Ng (Hong Kong)

Harianto Rahardjo (Singapore)

Tom Schanz (Germany)

Zalihe Sezai (N. Cyprus)

Leena Korkiala-Tanttu (Finland)

Alessandro Tarantino (UK)

Hywel Thomas (UK)

David Toll (UK)

Snehasis Tripathy (UK)

Erol Tutumluer (USA)

Mehmet T. Tümay (USA)


5

ORGANIZATION COMMITTEE

Huriye Bilsel (N. Cyprus) Conference Chair

Eriş Uygar (N. Cyprus)

Ayşe P. Balkıs (N. Cyprus)


6

Dear Colleagues,

On behalf of the organising committee I am pleased to welcome you to the 3rd International

Conference on New Advances in Civil Engineering (ICNACE’17), which will be held in

Helsinki on April 28-29, 2017. The theme of this year’s ICNACE’17 is “Challenges and

Recent Advances in Geotechnical Engineering”, aiming to form a venue for researchers and

professionals to discuss the current issues, recent progresses and future directions in the field

of Geotechnical Engineering on a wide range of cutting edge topics.

We cordially invite prospective authors to submit their papers to ICNACE 2017, Helsinki.

The conference topics are,

· Unsaturated soils

· Geo-energy

· Permafrost

· Geo-synthetics

· Soil-polymeric material composite systems

· Soil Stabilization

· Transportation geotechnics

· Soft soils

· Bio-mediated ground improvement

· Bio-chemo-hydro-mechanical behaviour of soils

· Waste and resource management

· Behaviour of soils under dynamic loading

All papers will be published in Conference Proceedings Book.

Our official Airline Partner Turkish Airlines is now providing discounted flight tickets for

conference participants. http://icnaceconference.com/flight-tickets/

We hope that the conference will provide opportunities for participants to exchange and

discuss new ideas and establish research relations for future scientific collaborations.

In addition to scientific program there will be social activities including sightseeing which we

hope will leave a pleasant trace in your memories.

Huriye Bilsel Conference Chair

Cyprus International University


7

SCIENTIFIC PROGRAM

27 APRIL 2017 15:00 – 18:00 REGISTRATION

28 APRIL 2017 08:30-17:00 REGISTRATION

MAIN HALL (GRAND OPENING CEREMONY) 09:15 – 09:30 CONCERT/ Live Performance by Young Musicians

10:00 – 10:20 C O F F E E / T E A B R E A K

HALL 1 Welcome Speech 10:20 – 11:20 KEYNOTE SPEAKER/ Professor Tuncer EDIL Soil Improvement by Vacuum Dewatering and Dynamic Compaction

11:20 – 11:40 C O F F E E / T E A B R E A K

HALL 1 11:40 – 12:40 KEYNOTE SPEAKER/ Professor Tim LÄNSİVAARA Stability Analyses of Embankments on Soft Clays

13:00 –14:00 LUNCH

HALL 1 / SESSION A SESSION

CHAIR Professor Leena Korkiala-Tanttu

14:20 – 14:35 Effect of wall dimension parameters on earth thrust coefficient in cantilever retaining wall with short heel

Hakan Alper KAMİLOĞLU, Bayburt University, Turkey Erol ŞADOĞLU, Karadeniz Technical University, Turkey

14:35 – 14:50 Geotechnical large deformation numerical analysis using implicit and explicit integration Montaser BAKROON,Daniel AUBRAM, Frank RACKWITZ, Germany

14:50 – 15:05 Rehabilitation treatments of rural roads in Victoria using cement

stabilisation and granular overlays Lucas PARDO

15:05 – 15:20 Suction measurement of sands using the filter paper method Bestun SHWAN, Koya University, Iraq Ayşe P. BALKIS, Svala SURCHI, Cyprus International University, N. Cyprus


8

29 APRIL 2017 09:00-17:00 REGISTRATION

HALL 1 10:00 – 11:00 KEYNOTE SPEAKER/ Professor William POWRY

Societal, Environmental and Geotechnical Challenges of 21st Century Landfill Management and Aftercare

11:00 – 11:20 C O F F E E / T E A B R E A K

HALL 1 11:20 – 12:20 KEYNOTE SPEAKER / Professor Leena KORKIALA-TANTTU Transportation Geotechnics: Deep mixing of road embankments

13:00 –14:00 LUNCH

HALL 1 / SESSION B

SESSION CHAIR

Prof. Tuncer Edil

14:20 – 14:35 Thermal conductivity and microstructure of compacted lime-stabilised soil Yejiao WANG, Yujun CUI, Anh Minh TANG, ENPC, Laboratoire Navie, France Chaosheng TANG, School of Earth Sciences and Engineering, Nanjing University, China Nadia BENAHMED Unité de Recherche RECOVER / Equipe G2DR, France

14:35– 14:50 Effectiveness of electro-osmotic drying of an unsaturated clayey soil Salima BOUCHEMELLA, INFRARES Laboratory, University of Souk Ahras, Algeria

Mohamed Younes AHMED, University of Le Havre Normandie, France Hanene SOULI, ENISE, Saint-Etienne, France Said TAIBI, University of Le Havre Normandie, France Jean-marie FLEUREAU, Centrale- Supelec, France

14:50 – 15:05 Degassing of landfill sites Jürgen KANITZ, Bochum; Germany

Frank Otto, Technische Hochschule Georg Agricola, Bochum, Germany

15:05 – 15:20 Compression behaviour of Cyprus Kythrea group clays Abdullah EKİNCİ, European University of Lefke, N. Cyprus

15:20 – 15:40 C O F F E E / T E A B R E A K

15:20 – 15:40 C O F F E E / T E A B R E A K


9

HALL 1/ SESSION C – POSTER

SESSION CHAIR Assoc Prof. Huriye BİLSEL

15:40

- 16:20

The effect of grinded autoclaved aerated concrete waste on the shear strength of sand Mehmet ALPYÜRÜR, Faculty of Civil Engineering, Istanbul Technical University, Istanbul, Turkey, Aykut ŞENOL, Faculty of Civil Engineering, Istanbul Technical University, Istanbul, Turkey, PPP approach and construction of classification system in the domain of Meng XU, NATIONAL SCHOOL OF SINGAPORE

17:45 – 20:30 CITY TOUR


10

Contents SOFT SOIL IMPROVEMENT BY VACUUM DEWATERING AND DYNAMIC COMPACTION ...........................

Tuncer B. EDIL ........................................................................................................................................ 14

SOCIETAL, ENVIRONMENTAL AND GEOTECHNICAL CHALLENGES OF 21st CENTURY LANDFILL ................

MANAGEMENT AND AFTERCARE ..............................................................................................................

William POWRIE, Richard BEAVEN, ....................................................................................................... 15

TRANSPORTATION GEOTECHNICS: Deep mixing of road embankments ..................................................

Leena KORKIALA-TANTTU ...................................................................................................................... 17

STABILITY ANALYSES OF EMBANKMENTS ON SOFT CLAYS .......................................................................

Tim LÄNSIVAARA, .................................................................................................................................. 19

COMPRESSION BEHAVIOR OF CYPRUS KYTHREA GROUP CLAYS ..............................................................

Abdullah EKINCI ..................................................................................................................................... 21

EFFECT of WALL DIMENSION PARAMETERS on EARTH THRUST COEFFICIENT in CANTILEVER

RETAINING WALL with SHORT HEEL ..........................................................................................................

Hakan Alper KAMİLOĞLU, Erol ŞADOĞLU, ............................................................................................ 22

Assessing the effect of placement of surcharge load distance to edge of excavation to creating soil

tendency to failure behind the excavation wall by numerical analysis ....................................................

Mohammadreza ATRECHIAN, Hamid TEENNEJAD, ............................................................................... 23

INVESTIGATION OF MECHANICAL BEHAVIOR OF FOUNDATIONS OVER UNSATURATED SANDS……………

REINFORCED BY STONE COLUMNS USING ARTIFICIAL NEURAL NETWORKS ............................................

HASHEMI, S, FOTOVVAT A, IMAM M ..................................................................................................... 24

EFFECT OF EPS BLOCKS ON THE BEHAVIOUR OF REINFORCED EARTH RETAINING WALL: A

COMPARISON OF EXPERIMENTAL AND NUMERICAL STUDIES .................................................................

Mehmet Rifat KAHYAOĞLU, Altuğ SAYGILI, .......................................................................................... 25

Geotechnical large deformation numerical analysis using implicit and explicit integration ....................

Montaser BAKROON, Daniel AUBRAM, Frank RACKWITZ ..................................................................... 26

ADOMIAN DECOMPOSITION METHOD FOR FREE VIBRATION ANALYSIS OF BEAM-COLUMNS

EMBEDDED IN WINKLER-PASTERNAK ELASTIC FOUNDATION ..................................................................

Murat GOCER, Safa Bozkurt COSKUN, ................................................................................................... 27

Detection of Anomaly in Earthen Dams Using Hydro-Thermally Coupled Analysis ..................................

Chung R. SONG, Tewodros, Y. YOSEF, .................................................................................................... 28

ANCIENT MUDBRICKS, THEIR COMPOSITION AND USE in CONSTRUCTIONS at TELL EL RETABA in

EGYPT ........................................................................................................................................................

Miroslav ČERNÝ ..................................................................................................................................... 29

Stabilization of Clayey Soil by Incinerated Sewage Sludge Ash .................................................................

Haluk İSİK, Ali Firat CABALAR, Nurullah AKBULUT ................................................................................ 30


11

A NEW FORMULA for FLOW BEHAVIOR of CEMENT-BASED GROUT with CLAY USING GEP ....................

Hamza GÜLLÜ, Hanifi ÇANAKCI ............................................................................................................. 31

COMPACTION PERFORMANCE OF CLAY MIXED WITH THERMALLY HEATED WASTE EPS ........................

Hanifi ÇANAKCI, Hamza GÜLLÜ .................................................................................................... 32

THE EFFECT OF GRINDED AUTOCLAVED AERATED CONCRETE WASTE ON THE SHEAR STRENGTH OF

SAND ..........................................................................................................................................................

Mehmet ALPYÜRÜR, Aykut ŞENOL ........................................................................................................ 33

THERMAL CONDUCTIVITY AND MICROSTRUCTURE OF COMPACTED LIME-STABILISED SOIL ..................

Yejiao WANG, Yujun CUI, Anh Minh TANG, Chaosheng TANG, Nadia BENAHMED .............................. 34

REHABILITATION TREATMENTS OF RURAL ROADS IN VICTORIA USING CEMENT STABILISATION AND

GRANULAR OVERLAYS ...............................................................................................................................

Lucas PARDO, ........................................................................................................................................ 35

A CASE STUDY OF SOIL IMPROVEMENT BY STONE COLUMN AND THE PROGRESS OF THIS METHOD .....

Alireza Saeedi AZIZKANDI, Mojtaba KOHANDELNIA, Pouyan MOHAMMADI ....................................... 36

DESIGN METHOD OF A CASE STUDY OF SOIL IMPROVEMENT USING MICROPILES ..................................

Alireza Saeedi AZIZKANDI, Pouyan MOHAMMADI, Mojtaba KOHANDELNIA ....................................... 37

SLOPE STABILITY OF UNSATURATED OPHIOLITIC MELANGE SOIL UNDER RAIN INFILTRATION ...............

Taha TASKIRAN, Aysenur ASLAN FIDAN ................................................................................................ 38

PERFORMANCE OF RAPID IMPACT COMPACTION AS A MIDDLE-DEEP GROUND IMPROVEMENT

TECHNIQUE ................................................................................................................................................

Bashar TARAWNEH, Yasser HAKAM ...................................................................................................... 40

CONSOLIDATION AND PERMABILITY PROPERTIES OF COHESIVE SOILS STABILIZED WITH PERLITE AND

PERLITE-LIME COMBINATIONS ..................................................................................................................

Umit CALIK, Erol SADOGLU, Ahmet KUVAT ........................................................................................... 41

EVALUATION OF LIQUEFACTION POTENTIAL SUSCEPTIBILITY OF RAMSAR SAND BY TRIAXIAL

MONOTONIC ISOTROPIC TESTS .................................................................................................................

Mehrdad NATEGH, Siavash SALAMATPOOR, Anoosheh IRAVANIAN .................................................... 42

APPLICATION OF VIBRATORY HAMMER TO ASSESS DYNAMIC SOIL RESPONSE AND DRIVEABILITY AT

CAPE WIND OFFSHORE WIND FARM .........................................................................................................

Shahrooz SHOGHI-REZVANI, Simon DAVIES ......................................................................................... 43

NONLINEAR DYNAMIC RESPONSE OF MICACEOUS SAND DEPOSITS ........................................................

Volkan İŞBUĞA, Joman M. MAHMOOD, Ali Fırat ÇABALAR, ................................................................. 45

SUCTION MEASUREMENT OF SANDS USING THE FILTER PAPER METHOD ...............................................

Bestun SHWAN, Ayşe P. BALKIS, Svala SURCHI ..................................................................................... 46

EFFECT of MOISTURE CONTENT MIGRATION and STRENGTH VIRIATION on BEARING CAPACITY of

UNSATURATED SAND ................................................................................................................................

SHWAN, B. J. .......................................................................................................................................... 47


12

EFFECT of SOIL CAPILLARITY on TOTAL PASSIVE EARTH PRESSURE of UNSATURATED SOILS...................

SHWAN, B. J. .......................................................................................................................................... 48

EFFECTIVENESS OF ELECTRO-OSMOTIC DRYING OF AN UNSATURATED CLAYEY SOIL .............................

Salima BOUCHEMELLA, Mohamed YOUNES AHMED , Hanene SOULI , Said TAIBI , Jean-marie FLEUREAU 49

DEGASSING OF LANDFILL SITES .................................................................................................................

Jürgen KANITZ, Frank OTTO,.................................................................................................................. 51

PPP APPROACH AND CONSTRUCTION OF CLASSIFICATION SYSTEM IN THE DOMAIN OF URBAN WASTE

MANAGEMENT IN CHINA ..........................................................................................................................

Meng XU ................................................................................................................................................ 53

INVESTIGATING SEISMIC BEHAVIOR OF MICROPILES USING SHAKE TABLE TESTS ....................................

Hadis Jalilian MASHHOUD, Ali Komakpanah Jian-Hua YIN ................................................................... 55


13


14

SOFT SOIL IMPROVEMENT BY VACUUM DEWATERING AND

DYNAMIC COMPACTION

Tuncer B. EDIL1

1 Geotechnical and Geoenvironmental Consultant, Istanbul Turkey (Professor Emeritus, Department of Civil

and Environmental Engineering, University of Wisconsin-Madison, USA), [email protected]

Abstract Recently a new approach to soft soil improvement method was advanced in China by integrating and

modifying vacuum consolidation and dynamic compaction ground improvement techniques in an

intelligent and dynamic compaction ground improvement techniques in an intelligent and controlled

manner. This innovative soft soil improvement method is referred to as “High Vacuum Densification

Method (HVDM)” to reflect its combined use of vacuum de-watering and dynamic compaction

techniques in cycles. Over the past ten years, this soft soil improvement technique has been

successfully used in China and Asia for numerous large-scale soft soil improvement projects, from

which enormous time and cost savings have been achieved. In this presentation, the working

principles of the HVDM will be described. A discussion of the range of fine-grained, cohesive soil

properties that would make them ideal for applying HVDM as an efficient ground improvement

method will be discussed. The economic benefits and environmental benefits of HVDM are

elucidated.

Key Words: ground improvement; vacuum dewatering; dynamic compaction; soft soils; cyclic

improvement

../../../Downloads/[email protected]


15

SOCIETAL, ENVIRONMENTAL AND GEOTECHNICAL

CHALLENGES OF 21st CENTURY LANDFILL

MANAGEMENT AND AFTERCARE

William POWRIE1, Richard BEAVEN2,

1University of Southampton, SO17 1BJ, UK: [email protected]

2University of Southampton, SO17 1BJ, UK: [email protected]

Abstract

In Europe, the amount of waste going to landfill has declined sharply as the requirements of the

EU Landfill Directive [1] have been progressively implemented since 1999. However, in many

other parts of the world, landfill remains an essential component of waste management strategy

and even in Europe there is likely always to be a need for landfills for the final in-ground

disposal of certain types of residual wastes. Nonetheless, changes in societal attitudes and

economic environments, together with an increasing awareness of and desire to avoid

environmental harm, have dramatically altered the context for 21st century landfill.

Societal and environmental factors are related. Society is demanding increasingly better

resource efficiency, less waste and improved environmental standards, but also wants this at

the lowest possible price. Landfill has historically been one of the cheapest forms of dealing

with waste, albeit generally at the expense of pushing the liability for managing the pollution

potential onto future generations [2]. The Landfill Directive requires that the gate fee for

disposal should the cover estimated costs of aftercare of a landfill site for at least 30 years post-

closure, whereas it is likely to be needed for many centuries. It is not clear that the implications

of this are fully understood by most regulators and policy makers.

Landfills of the future need to address a number of specific questions;

1. What types of wastes does it make sense to landfill?

2. What design and engineering measures are needed for the safe and economic

operation of active landfills, at current and likely future levels of waste deposition?

3. Does the philosophy of landfilling need to change from long-term active management

and aftercare to more sustainable passive fail-safe solutions? Can this be achieved at a

reasonable cost, and what regulatory and policy drivers are required?

4. How can the long-term liability of existing landfills, which arises because they have

not historically been and are not currently being managed as in 2 and 3 above, be

removed cost-effectively?

The need for the last is being increasingly driven by concerns about the geohazards associated

with closed landfills for new infrastructure and other developments, and the potential for

pollution of the marine environment through erosion of closed coastal landfills.

The presentation will suggest how the above questions may be addressed, and propose a

research and development framework for the implementation of solutions in practice.

Key Words: Waste; Landfills; Geohazards; Contamination; Leachate management


16

References

[1] Council Directive 99/31/EC of 26 April 1999 on the landfill of waste

[2] Beaven RP, Knox K. et al (2014) A new economic instrument for financing accelerated

landfill aftercare Waste Management 34 1191–1198


17

TRANSPORTATION GEOTECHNICS: Deep mixing of road

embankments

Leena KORKIALA-TANTTU1

1Aalto University Rakentajanaukio 4, Espoo, Finland, [email protected]

Abstract

Deep mixing is a widely used in-situ ground improvement method for road construction in

Nordic countries for road construction. Deep mixing can be done either as separate columns or

as mass stabilization in which the whole soil mass is mixed together with a binder. In both

cases, dry mixing techniques is used for mixing [1]. The objectives of the presentation is to

introduce the Nordic deep mixing method and to show the latest developments of the method

and its design.

Finnish Transport Agency is updating its guidelines to meet the eurocode requirements.

Therefore, the design guidelines of deep mixing is updated as well. In the revised guidelines,

the traffic loadings have changed, so the design of deep mixing has to be re-evaluated. The

basic principle in design is that the stabilized soil is an improved soil, but not a structure. The

design of column stabilization (so called Nordic method) was first described by Boman &

Broms in 1975 [2]. The design is divided into two parts: the safety is verified with stability

calculations made in ultimate limit state, while the dimensioning is based on the settlement

calculations made in serviceability limit state. The design approach of Boman & Broms is based

on the assumption of even strains of columns and subsoil. The columns are assumed to behave

as elastic media to limit the settlements. The distribution of stresses between columns and

subsoil has a significant impact on the centre to centre distance of columns.

While column stabilization has mainly been used for clays, silts or gyttja, mass

stabilization was originally aimed to stabilize peat. Mass stabilization was developed in Finland

in the beginning of 1990’s. The method proved to be good and flexible substitute for mass

exchange method. In mass stabilization the subsoil is mixed together with a binder in

rectangular three-dimensional blocks. The depth of the blocks varies from three to five meters,

however, nowadays even deeper layers can be treated. The binder is generally cement, but other

more environmentally friendly binders such as mixtures of ashes and cement are also used

recently. The mixing effort for each block is constant. While mixing loosens the subsoil

remarkably, a vital part of the method is to cover the mixed block as soon as possible (in less

than one day). The covering layer is usually one meter thick layer of crushed rock. This covering

layer is used as a foundation bed to the excavator for the subsequent blocks. The applications

of the method has expanded widely. For example, contaminated soils can be solidified in-situ

to an inert material that prevents leaching by this method.

Contractors have recently developed automated mass stabilization in order to improve

the quality and productivity of this method. For example, mechatronics controls the positioning

of columns and document the execution of mixing. The quality of the stabilized soil is tested

after a fixed strengthening time, usually 28 days, by using different sounding techniques. The

column stabilization method has been well established and recognised as the most commonly

used ground improvement method in Finland. Mass stabilization is considered as a reliable and

versatile ground improvement method. Both methods complement each other and, the

development and improvement of both methods is continuing

.

Key Words: Deep mixing; column stabilization; mass stabilization; design methods; dry mixing

mailto:[email protected]


18

References [1] Topolnicki, M. (2004) In-situ Soil Mixing, Technical University of Gdansk and Keller

[2] Boman, P. & Broms, B. (1975) Stabiliseringav kohesionsjord med kalkpelare.

(Stabilization of Cohesive Soils with lime Columns.) Nordi Geotechnical Conference. NGM

75, Copenhagen, Denmark, pp. 269-279


19

STABILITY ANALYSES OF EMBANKMENTS ON SOFT CLAYS

Tim LÄNSIVAARA1,

1Tampere University of Technology, Finland. [email protected]

Abstract

The paper discusses some recent advances in stability analyses of embankments on soft clays.

As the short time situation is by default the governing one, calculations using undrained strength

(su) are usually applied. There are though different levels of accuracy and complexity that can

be employed. Undrained strength varies with the mode of loading, i.e. it is anisotropic. Yet

quite often, the simple assumption of isotropic strength is used. A key issue is also how the

strength and anisotropy is determined. For isotropic strength, the field vane test is much used.

However, recent studies shows quite large differences between the results from different types

of vane apparatus. The CPTU offers the determination of a continuous strength profile, but

requires reliable transformation models for the determination of su. If anisotropic strength is

used one might determine the undrained strength separately for active, direct shear and passive

conditions. This is though expensive and time consuming, so often one has to settle for using

existing correlations. For old embankments, it is important to account for the strength increase

due to consolidation. If one tries to capture true soil behaviour as closely as possible one also

needs to account for issues like softening and rate dependency.

Alternatively to su, one may use effective strength parameters. Then the key issue is how to

evaluate the pore pressure at failure conditions. Simple material models usually fail to predict

the pore pressure response at failure, overestimating the safety. Advanced models might need

some unconventional parameter choices to succeed.

All of these issues will be discussed with respect to both the limit equilibrium (lem) and finite

element method (fem) frameworks. Other than lem and fem analyses will be left outside the

scope of the paper. Regarding the choice between lem and fem, both have their merits. It is

often argued that the fem is able to locate the critical failure surface better, as no assumption

needs to be made about its locations or shape. However, recent advances in optimization

methods have produced highly efficient tools for locating failure surfaces of arbitrary shape in

lem. A clear benefit of fem is though, that the actual soil behaviour can be quite accurately

accounted for using advanced soil models. On the other hand, lem is a robust engineering tool

that can easily be used to evaluate the safety in any parts of the geometry, not just for the critical

failure surface.

Results from analysis with different methods will be presented and compared to a full-scale

failure test. The main comparison will be done between the actual and predicted failure loads

as well as location of critical failure surfaces. In addition, focus will be given to the prediction

of excess pore pressure in undrained effective stress analysis. The paper summarizes the work

conducted at Tampere University of Technology within the specified area, the most important

references being the doctoral thesis by Mansikkamäki (2015), Lehtonen (2015) and D’Ignazio

(2016).

Key Words: stability analysis, undrained conditions, embankments, clays.


20

References

D’Ignazio, M. 2016. Undrained shear strength of Finnish clays for stability analyses

of embankments. PhD thesis, Tampere University of Technology, Tampere.

Lehtonen, V. 2015. Modelling undrained shear strength and pore pressure based on an effective

stress soil model in limit equilibrium method. PhD thesis, Tampere University of Technology,

Tampere.

Mansikkamäki, J. 2015 Effective stress finite element stability analysis of an old railway

embankment on soft clay. PhD thesis, Tampere University of Technology, Tampere.


21

COMPRESSION BEHAVIOR OF CYPRUS KYTHREA GROUP CLAYS

Abdullah Ekinci

Faculty of Engineering, European University of Lefke, Turkey

[email protected]

Abstract

The Kythrea group clays are widely found clay formation in the North region of Cyprus. Named

region is under heavy construction activity where multi story buildings are built on such

formation. The clay tested are undisturbed specimens obtained from the excavation in the

Kyrenia region of Cyprus at a prestigious hotel construction from 25 m depth. Specimens have

been tested in 1-D Compression in the in-situ and reconstituted condition in order to assess the

structure of the intact soil. Results reveal that the intrinsic compression curve plots as a straight

line, as would be expected from any reconstituted clay compressed from a slurry. The

compression curves for the intact specimens however plot to the right of the ICC, outside the

admissible space for the reconstituted clay. They show a stiffer behaviour up to yield, after

which they converge towards the ICC. The extra strength and stiffness is attributed to the

cementation due to the higher percentage of calcium carbonate (CaCO3) rather than over-

consolidation.

Key Words:5 keywords Compression, Clay, Cyprus, Cementation, Structure


22

EFFECT of WALL DIMENSION PARAMETERS on EARTH THRUST

COEFFICIENT in CANTILEVER RETAINING WALL with SHORT

HEEL

Hakan Alper KAMİLOĞLU1, Erol ŞADOĞLU2,

1Bayburt University Civil Engineering Department, [email protected] 2 Karadeniz Technical University Civil Engineering Department, [email protected]

Abstract

Failure surfaces occurring behind the cantilever retaining walls can be classified under two

cases. Case one is based on the assumption that the wall heel is long enough and failure surface

does not intersect with the stem of the wall in the active state. In case two, it is supposed that

wall heel is not long enough and failure surface intersects with the wall. Kamiloğlu and Şadoğlu

[1] stated that usage of long heel approach is not suitable in calculation of earth thrusts acting

on cantilever retaining walls with short heel and they recommended a new active earth thrust

coefficient determination method using limit equilibrium approach. Within scope of the study,

it is assumed that earth thrusts acting on three different regions of the wall. Each region is

identified based on total wall height, heel length and foundation thickness. Finally, earth thrust

coefficient formulas based on internal friction angle, wall roughness, heel length, foundation

thickness and failure surface inclination parameters is derived for each region.

In this study, effect of wall heel and foundation thickness parameters on total horizontal earth

thrust coefficient and earth thrust coefficient acting on the regions were examined. Within scope

of the study heel length coefficient-total horizontal earth thrust coefficient, foundation thickness

coefficie5nt-total horizontal earth thrust coefficient graphs and heel length coefficient- earth

thrust coefficient, foundation thickness coefficient-total horizontal earth thrust coefficient

graphs were drawn for each region.

By examination of the graphs it is seen that total horizontal earth thrust coefficients increase

with increasing heel length coefficient and decrease with increasing foundation thickness. In

the first region of the wall, earth thrust coefficient decreases (approaches to zero) with

increasing wall heel coefficient. On the other hand, in the second region, increments in heel

length coefficient lead to an increase in earth thrust coefficient. In the third region, it is seen

that heel length coefficient has no considerable effect on earth thrust coefficient. Increments in

the foundation thickness coefficient causes to a decrease in earth thrust coefficients on the first

and second region and an increase in the thrust coefficient of the third region.

Key Words: Short heel; Earth thrust coefficient; Cantilever retaining wall; Wall dimension

References

[1] Kamiloglu HA and Sadoglu E (2017) Int. J. Geomech., ASCE, 04017018.


23

Assessing the effect of placement of surcharge load distance to edge of

excavation to creating soil tendency to failure behind the excavation wall by

numerical analysis

Mohammadreza atrechian, Hamid teennejad,

[email protected]

[email protected]

Abstract In many projects, despite of appropriate design and execution of nailing wall, after a while(day or

month), settlement of adjacent building near the excavation, significantly can be seen, And

leading to creating financial losses and even casualties. in many cases, because of specific and

permanent situation of every project, like, placement of surcharge load from edge of excavation

and …, curve of "Surcharge load- Max. settlement" don't consider. this curve present valuable

information to geotechnical engineer about possibility of soil tendency to failure. so, geotechnical

engineer can make some decision like "Soil improvement" and etc. for numerical modeling and

adjacent building, Plaxis 2D and strip footing with 10 meter width, are used respectively.

significant results are: placement of surcharge load in critical zone, leading to create an stress

called "Mobility stress", which cause increasing of slope of the mentioned curve unexpectedly,

and indicate soil tendency to failure.

Key Words: Nailing, excavation, surcharge load, soil tendency



24

INVESTIGATION OF MECHANICAL BEHAVIOR OF

FOUNDATIONS OVER UNSATURATED SANDS REINFORCED BY

STONE COLUMNS USING ARTIFICIAL NEURAL NETWORKS

Hashemi, S1, Fotovvat A1, Imam M1

1 Department of Civil engineering, Amirkabir University of Technology

Abstract

Installing stone columns has been widely used in recent decades and is considered to

be a promising method to improve bearing capacity and reduce settlements. Despite

multitudinous efforts to estimate the bearing capacity of foundations over stone columns,

there have not been comprehensive studies of stone columns behavior in unsaturated soils.

Unsaturated soils encompass characteristics that engender complexities in such analyses. This

study deals with artificial neural networks to evaluate mechanical behavior of stone columns

in unsaturated granular media. This method proposes a nonlinear regression model with less

computational cost in comparison to other methods. The results present that the proposed

method has a high compatibility with the experimentally measured data and is able to estimate

the bearing capacity and settlement of footings over unsaturated soils reinforced by stone

columns.

keywords: Stone columns, unsaturated soils, bearing capacity, Artificial neural networks

References [1] Mohammadizadeh M, Asadi M (2015) Indian Journal of Fundamental and Applied Life

Science Vol. 5: 3038-3050.

[2] Balaam NP and Booker JR (1981). Analysis of rigid rafts supported by granular piles.

International Journal for Numerical and Analytical Methods in Geomechanics 5(4) 379-404.

[3] Barksdale RD and Bachus RC (1983). Design and construction of stone columns. Report

No. FHWA/RD 83/026, Federal Highway Administration.


25

EFFECT OF EPS BLOCKS ON THE BEHAVIOUR OF REINFORCED

EARTH RETAINING WALL: A COMPARISON OF EXPERIMENTAL

AND NUMERICAL STUDIES

Mehmet Rifat KAHYAOĞLU1, Altuğ SAYGILI2,

1Muğla Sıtkı Koçman University, Engineering Faculty, [email protected]

2 Muğla Sıtkı Koçman University, Engineering Faculty, [email protected]

Abstract

In this study, the behavior of the geogrid retaining walls; which were widely preferred after 1980,

due to the application time shortness, application easiness, being aesthetic and economical, were

investigated with field and finite elements model studies. Firstly, the instrumented geogrid

reinforced retaining walls, forced to deform laterally by applying load at the top surface of the

backfill, were constructed in the field. The horizontal displacements in the wall and tensile stresses

on the geogrid reinforcements were measured for the different backfill cases where EPS material was

used. Then, the simulation of the field model was analysed by the two dimensional finite element

model. The finite element model was calibrated after the comparison of the calculated and

measured horizontal displacements and the tensile stress values on the reinforcements. After the

necessary verifications, effect of the parameters such as the thickness, length and position of the EPS

material in the backfill on the maximum horizontal displacements in wall and tensile stresses on the

reinforcements were determined. Alternative design recommendations for geogrid retaining walls

are planned to be offered for more economical construction and to reveal the potential of EPS at the

reinforced earth retaining wall applications.

Key Words: geogrid retaining wall, field model, finite element model, EPS, horizontal displacement,

tensile stress




26

Geotechnical large deformation numerical analysis using implicit

and explicit integration

Montaser BAKROON1, Daniel AUBRAM2, Frank RACKWITZ3

1Secr. TIB1-B7, Gustav-Meyer-Allee 25, D-13355 Berlin, Germany, [email protected]



Abstract

The dynamic analysis of a non-linear large deformation Geotechnical problems using the

standard Lagrange finite element method (FEM) can experience numerical difficulties as

contact problems, convergence and large mesh deformations. Moreover, the extremely non-

linear behaviour of the soil material consequently involves non-convergence issues. This paper

addresses the application of different FEM formulations (implicit Lagrange, explicit Lagrange,

and Coupled Eulerian-Lagrangian (CEL)) to non-linear dynamic large deformation. The

explicit dynamic FEM solves equations without iterations in contrast to implicit methods which

involves iterations to satisfy a convergence at each increment, that leads to a time/CPU

consuming solution. Implicit and explicit FEM generally implement different procedures to

update the stress and state variables of a material in the computational model, in this

contribution a user subroutine for granular soil material behaviour is developed based on

hypoplasticity and implemented in the ABAQUS/explicit package. Accordingly, the explicit

user subroutine version is verified by comparing the results with implicit version utilizing basic

element tests (Oedometer and Triaxial tests). This paper also investigates the CEL analysis

method which is developed to overcome the limitation of implicit and Lagrange explicit

methods. However, CEL formulation overcomes the problem of large deformations of the mesh

and the contact problems and thereby facilitates the convergence in dealing with a highly non-

linear material behaviour. Three example applications of the hypoplastic material in

conjunction with the implicit Lagrange, explicit Lagrange and CEL methods are presented. The

first example is a strip footing problem which uses Tresca model to investigate and compare

between the previous numerical analysis methods. The second example is a strip footing using

hypoplastic soil material which investigated and compared to experimental results, this test

shows that the user subroutine hypoplastic model is acceptable for modelling granular material.

The third example simulates a single pile penetration into a subsoil. By comparing the results,

it is concluded that the CEL method using hypoplastic soil material is suitable for large

deformation Geotechnical problems.

Key Words: Coupled Eulerian-Lagrangian, Hypoplasticity, Large deformations, Strip footing,

Pile jacking


27

ADOMIAN DECOMPOSITION METHOD FOR FREE VIBRATION

ANALYSIS OF BEAM-COLUMNS EMBEDDED IN WINKLER-

PASTERNAK ELASTIC FOUNDATION

Murat GOCER1, Safa Bozkurt COSKUN2,

1Bilgi University Vocational School, Department of Costruction Technologies, Sisli, Istanbul, TURKEY

e-mail: [email protected] 2Kocaeli University, Department of Civil Engineering, Umuttepe, Kocaeli, TURKEY

e-mail: [email protected]

Abstract

Structures on elastic foundations widely appear in several engineering fields. Some problems

in geotechnical engineering include models with a beam or a beam-column on an elastic

foundation. Although different types of foundation models exist, Winkler foundation model is

the most used by engineers and researchers due to its simplicity. Free vibration of beams or

beam-columns on elastic foundation has been studied by many researchers. There are available

studies in the literature including analytical and numerical solutions. The effect of foundation

on the frequencies of beam-columns on elastic foundation was studied previously by various

researchers, namely, Civalek and Ozturk [1], Zhaohua and Cook [2], Yankelevsky and

Eisenberger [3], Doyle and Pavlovic [4], Yokoyama [5], Valsangkar and Pradhanang [6], De

Rosa and Maurizi [7], Halabe and Jain [8], West and Mafi [9] and Matsunaga [10]. In this

article, Adomian decomposition technique [11] is presented for computation of the free

vibration analysis of a pile embedded in two-parameter elastic foundation. The solutions are

compared with available analytical and other numerical solutions.

Key Words: beam-column; two-parameter elastic foundation; free vibration; Adomian

decomposition method; Winkler-Pasternak foundation.

References (Times New Roman, 12pt, Bold)

[1] Civalek O, Ozturk B (2010) Geomechanics and Engineering 2:45-56.

[2] Zhaohua F, Cook RD (1983) J. Eng. Mech.- ASCE 109:1390-1401.

[3] Yankelevsky DZ, Eisenberger M (1986) Comput. Struct. 23:351-356.

[4] Doyle PF, Pavlovic MN (1982) Earthq. Eng. Struct. Dyn. 10:663-674.

[5] Yokoyama T (1991) Earthq. Eng. Struct. Dyn., 20:355-370.

[6] Valsangkar AJ, Pradhanang R (1988) Earthq. Eng. Struct. Dyn. 16:217-225.

[7] De Rosa MA, Maurizi MJ (1999) J. Sound Vib. 219:771-783.

[8] Halabe UB, Jain SK (1996) J. Sound Vib. 195:531-544.

[9] West HH, Mafi M (1984) J. Struct. Eng. - ASCE 110:1305-1320.

[10] Matsunaga H (1999) J. Sound Vib. 228:359-376.

[11] Adomian G (1994) Solving Frontier Problems of Physics: The Decomposition Method.


28

Detection of Anomaly in Earthen Dams Using Hydro-Thermally Coupled

Analysis

Chung R. Song1, Tewodros, Y. Yosef2,

1 Associate Professor, Civil Engineering, University of Nebraska-Lincoln, Whittier 362L, NE 68583-0856, E-

mail: [email protected] 2 Ph.D. Student, Civil Engineering, University of Nebraska-Lincoln, Whittier 330Q, NE 68583-0856, E-mail:

[email protected]

Abstract

With the advent of modern fiber optic sensors, particularly with DTS (Distributed

Temperature Sensing) technique, a spatially continuous measurement of deep temperature in

geotechnical structures is available. In addition, with modern hydro-thermally coupled analysis,

the temperature distribution in dams and levees associated with under-seepage may be analyzed

more reliably than ever. The combination of both the measurement technique and analytical

technique is about to open a door to new era of diagnosing the integrity of dams and levees

from temperature information.

Some preliminary results of the researchers demonstrated that the hydro-thermally

coupled analysis may identify the location of an anomaly such as a crack, while the traditional

seepage analysis did not show the anomaly. The result also shows that the temperature profile

indicates the presence of the artificial crack 500 days after the crack development. this delayed

response is due to the time spent for seepage and heat transfer - a very useful information to

postdict (in contrast to predict) a past event in the dam body. This forensic capability is a

particularly useful tool for diagnosing dams and levees with sensors installed in the wake of

pre-existing symptoms.

When applied to an actual dam, the hydro-

thermally coupled equation could expain the high

measured temperature distribution of 20 – 25 ºC in

the deep depth as a the migration of high temperature

from summer heat toward the downstream side of the

dam along with the seepage water as shown in Fig. 1.

This study also present the theoretical formulations

for elasto-plastic-hydro-thermo-mechanically

coupled condition so that stress conditions in a dam

may be obtained from the temperature data.

Key Words: dam; coupled analysis; hydro; thermo; DTS

Fig. 1 Migration of high temperature

in a dam body by filling reservoir

during summer days




29

ANCIENT MUDBRICKS, THEIR COMPOSITION AND USE in

CONSTRUCTIONS at TELL EL RETABA in EGYPT

Miroslav Černý

Institute of Oriental Studies of the Slovak Academy of Sciences, Klemensova 19, 813 64 Bratislava, Slovak

Republic

IDO Hutny projekt a.s., Tomasikova 64, 831 04 Bratislava, Slovak Republic

ABSTRACT

Archaeological explorations of the site of Tell el Retaba in Wadi Toumilat have been

carried out by a Polish-Slovak archaeological mission. At the site was located an important

fortress controlling the route between the Eastern Delta and the Sinai in the Ramesside period.

Despite an atmospheric conditions and also anthropogenic erosion were at the site preserved

some mudbrick constructions. The constructions are very sensitive on moisture and water, so it

is very difficult to explore it and excavation of these sites is only possible with a great deal of

technical and financial input and after season must be uncovered constructions fill back with

sand.

According to a mudbrick structure and its practical use is obvious that coarse-grained soils

(sand and gravel) gives a strenght (a solid frame) to mudbrick what is not possible without fine-

grained soil (clay and silt) perhaps even an additional adhesive, which bonds single coarse-

grained fractions together and creates a compact and longlasting unit. If clay content is too high,

bricks slowly drying in the sun could crack due to shrinkage and lose the shape. In this case it

was necessary to mix a material of alluvium with sand, straw pieces or other sealant such as

animal dung. Sand reduces shrinkage and cracking during drying and chopped straw and animal

dung increases the strength and plasticity.

In the article are analyzed some mudbricks from fortification walls with main aspect of the

mudbrick composition and its impact on a quality and strength.

Key Words: mudbrick, grain size distribution curve, soil, wall, bearing capacity.

http://orient.sav.sk/en


30

Stabilization of Clayey Soil by Incinerated Sewage Sludge Ash

Haluk İSİK1, Ali Firat CABALAR2, Nurullah AKBULUT3

1Gaziantep University, Gaziantep, Turkey, [email protected] 2Gaziantep University, Gaziantep, Turkey, [email protected]

3Hasan Kalyoncu University, Gaziantep, Turkey, [email protected]

Abstract

This study examines the performance of incinerated sewage sludge ash (ISSA) to use as a

stabilizer in clayey soil. Two different ratios (5% and 10%) of ISSA with varying water contents

were mixed with clayey soil to prepare soil samples. Unconfined Compressive Strength (UCS)

tests were performed on these samples. In the results of a series of UCS tests that were

performed on sewage sludge ash-clay mixtures, it was observed that as the ISSA ratio was

increased the UCS values decreased. The mixtures of 10% ISSA with clayey soil displayed the

lowest results on UCS performance. The results indicated that the mixtures should be

investigated at the end of a certain curing time in order to be potentially used as a reliable sub-

base design.

Key Words: Clay, sewage sludge ash, stabilization



31

A NEW FORMULA for FLOW BEHAVIOR of CEMENT-BASED

GROUT with CLAY USING GEP

Dr. Hamza GÜLLÜ1 Dr. Hanifi ÇANAKCI2

1 University of Gaziantep, Department of Civil Engineering, TURKIYE, [email protected]

2 University of Gaziantep, Department of Civil Engineering, TURKIYE, [email protected]

Abstract

The flow (rheological) behavior of grout becomes important issue during the pumping for

various grout purposes such as concrete works for structural facilities or jet grouting for ground

improvement[1]. Even though some conventional formulas such as rheological models are

available for flow behavior, the interaction between the shear stress and shear rate during the

grouting requires a more strict formulation that predict the pumping rate and pumping pressure

more accurately[2]. Due to the reasons arised above, this paper aims to offer some non-

conventional formulas using a new technique called gene expression programming (GEP) for

the flow behavior of cement-based grout mixtures that included clay as additive. Similar

formulas were proposed by the corresponding author in a previous work[3]. However, different

from the previous efforts alternate evolutionary processes were applied for formula derivation

in this paper as a novel. The performances of the developed formulas were compared with the

nonlinear regression method and the conventional rheological models. The findings obtained

from GEP formulas relatively demonstrated the applicability of GEP methodology for flow

behavior grout for practical application.

Key Words: Grout; Rhelogy; Genetic method; Cement; jetgrouting

References

[1] Güllü H (2015) On the Viscous Behavior of Cement Mixtures with Clay, Sand, Lime and

Bottom Ash for Jet Grouting, Construction and Building Materials, 93: 891-910.

[2] Güllü H. (2016) Comparison of rheological models for jet grout cement mixtures with

various stabilizers. Construction and Building Materials, 127, 220-236. Doi:

10.1016/j.conbuildmat.2016.09.129.

[3] Güllü, H (2016) A novel approach to prediction of rheological characteristics of jet grout

cement mixtures via genetic expression programming. Neural Comput & Applic, DOI:

10.1007/s00521-016-2360-2.


32

COMPACTION PERFORMANCE OF CLAY MIXED WITH

THERMALLY HEATED WASTE EPS

Dr. Hanifi ÇANAKCI1 Dr. Hamza GÜLLÜ2

1 University of Gaziantep, Department of Civil Engineering, TURKIYE, [email protected] 2 University of Gaziantep, Department of Civil Engineering, TURKIYE, [email protected]

Abstract

EPS foams have a cellular microstructure with closed cell membranes made of expanded

polystyrene and its density is typically less than 50 kg/m3 [1]. It has been used in civil many

civil engineering project. Especially, they are used as light weight fill material in embankment

construction over soft compressible soil in USA and in Europe. Nowadays, huge amount of

waste EPS is great concern of highly developed large cities all around the world. Source of

theses wastes are packaging and/or insulating that are used in various industrial fields. Waste

ESP has been used in some industries after it had been recycled. One of the recycling is thermal

treatment that is used to modify behaviors of EPS in a beneficial manner.

The work presents the results of compaction test that were performed on low plastic clay mixed

with thermally treated waste ESP. In this study, waste EPS was cut into small pieces and put

in an oven at 130 °C through 15 min to make it more rigid and denser [2]. The influences of

modified EPS on compaction properties of clay were examined with standard and modified

Proctor tests. Five series of compaction tests were carried out for both compaction types.

Thermally treated waste EPS were added to low plastic clay at 0, 3, 6, 10, and 15 % by weight.

The test results showed that addition of modified EPS in clay reduces the density of mixture

and optimum moisture content. This mix can be used as an alternative light weight fill material

for embankment fill and fill behind retaining structures.

Key Words: Clay; Proctor test; Waste EPS; Thermal treatment; Environment

References

[1] Preber T, Bang S, Chung Y, Cho Y (1994) Behavior of expanded polystyrene blocks,

Transportation Research Record.

[2] Kan A, Demirboga R (2009) A novel material for lightweight concrete production.

Cement Concrete Composite 31:489–495.


33

THE EFFECT OF GRINDED AUTOCLAVED AERATED CONCRETE

WASTE ON THE SHEAR STRENGTH OF SAND

Mehmet ALPYÜRÜR1, Aykut ŞENOL2

1Res. Assist., Faculty of Civil Eng., Istanbul Technical University, Istanbul, Turkey, [email protected] 2 Assoc. Prof. Dr. Faculty of Civil Eng., Istanbul Technical University, Istanbul, Turkey, [email protected]

Abstract

In this research, an experimental research study, within the scope of investigating the potential

use of autoclaved aerated concrete (AAC) waste in soil improvement, is represented. The direct

shear tests were executed and the effect of grinded autoclaved aerated concrete (AAC) waste

on the shear strength properties of sand was investigated. In addition to the plain sand, the rates

of 5%, 10%, 15%, 20%, and 25% of AAC-sand mixtures containing AAC waste by weight of

dry soil, were prepared. The sand-AAC waste mixtures prepared with both 40% and 70%

relative density were performed the direct shear tests. To a particular point, increasing AAC

content caused to an increase on the internal friction angle of the sand, then, including more

AAC was ineffective [1, 2].

Key Words: autoclaved aerated concrete; shear strength; sand; waste; laboratory

References

[1] Alpyürür, M., Şenol, A., (2016), effect of aerated autoclaved concrete waste on strength and

swelling propertıes of bentonite, The 16th National Soil Mechanics and Foundation

Engineering Congress, pg: 871-878, Atatürk University, Erzurum, Turkey [in Turkish with

English Summary]

[2] Alpyürür, M., Şenol, A., (2016), Effect of aerated autoclaved concrete waste on CBR

properties of clays, GGM1-1. The 1st National Young Geotechnical Engineers Symposium, pg:

51-58, Atatürk University, Erzurum, Turkey [in Turkish with English Summary]


34

THERMAL CONDUCTIVITY AND MICROSTRUCTURE OF

COMPACTED LIME-STABILISED SOIL

Yejiao WANG1,2, Yujun CUI1, Anh Minh TANG1, Chaosheng TANG3,

Nadia BENAHMED4

1ENPC, Laboratoire Navier, 6 et 8 avenue Blaise Pascal, 77455 Marne La Vallée cedex 2, France

([email protected]; [email protected], [email protected]) 2Department of Civil Engineering, Shanghai University, 99 Shangda Road, Shanghai 200444, China 3School of Earth Sciences and Engineering, Nanjing University, 163 Xianlin Road, Nanjing 210093,

China ([email protected]) 4Irstea, Unité de Recherche RECOVER / Equipe G2DR, 3275 route Cézanne, CS 40061, 13182 Aix En

Provence Cedex 5, France ([email protected])

Abstract

An experimental study was conducted to investigate changes of thermal conductivity, suction

and microstructure of a lime-treated silty soil during curing. The soil samples were prepared

with 2% lime and compacted dry (17%) and wet (22%) of optimum. The thermal conductivity,

total suction and pore size distribution were determined at various curing times. Results show

that the thermal conductivity of samples compacted on the dry side decreases slightly with

increasing curing time, while the curing time effect on the samples compacted on the wet side

is insignificant. This phenomenon can be explained as follows: the thermal conductivity of lime

treated soil is typically controlled by the solid minerals, water phase, air phase and also the

phase of cementious compounds which have a relatively quite lower thermal conductivity, even

lower than that of water. This suggests that the creation of the cementitious compounds can

slightly decrease the thermal conductivity of the treated soil compacted dry of optimum, in

which the heat transfer is mainly dominated by the solid contacts because of low amount of

water inside the sample. Instead, sufficient water present in wet sample will dominate the

thermal conductivity, making the effect of cementitious compounds insignificant.

Besides, the total suction generally increases with curing time even though the soil water

content was kept constant. Particularly, two phases of the suction changes during curing can be

defined: in the first phase, suction almost remains constant due to the flocculation in the short

curing term; while in the second phase, suction starts to increase significantly with curing time,

owning to the substantial cementitious compounds created in the long-term pozzolanic reaction.

Furthermore, the appearance of the cementitious compounds in the treated samples makes a

prominent modification on the soil microstructure. The results of microstructure investigation

show that the pore size distribution characteristics of the sample are mainly related to its

moulding water content. As the samples are compacted on the dry side, the pore size distribution

shows typical bi-modal characteristics, with a population of macro-pores (large inter-aggregate

pores) and a population of micro-pores (small intra-aggregate pores). By comparison, as the

samples are compacted on the wet side, the pore size distribution shows typical uni-modal

characteristics. It is found that the modal size of both the macro-pores and micro-pores of the

treated samples decreases with curing time. This can be due to the formation of the cementitious

compounds, which coat the surface of the soil aggregates and gradually fill the macro-pores,

blocking some entrances of micro-pores.

Key Words: Lime-stabilised soil; microstructure; thermal conductivity; suction; cementitious

compounds




35

REHABILITATION TREATMENTS OF RURAL ROADS IN VICTORIA

USING CEMENT STABILISATION AND GRANULAR OVERLAYS

Lucas PARDO1,

1Principal Engineer, LR Pardo & Associates Pty Ltd, 2 Alex Avenue, Moorabbin Victoria 3189, Autralia.

[email protected]

Abstract

In Victoria, local roads and some arterial roads are managed by local government authorities

(councils). Often, these councils have significantly large road networks to manage, considering

their relatively small populations and limited income streams. One of such councils is the Surf

Coast Shire Council (the Shire). It is located South West of Victoria’s second largest city of

Geelong. Its road network has a total length of approximately 1,030 km of sealed (500 km) and

unsealed (530 km) roads. Historically, three main types of pavement materials have been

available in the Shire. These are, good quality crushed rock, primarily Basalt from local

quarries; crushed Sandstone or Limestone, of reasonable quality from local quarries or borrow

pits; and, Alluvial gravels, sands and clayey sands, often sourced from the overburden at local

quarries or privately-run clay pits.

LR Pardo & Associates have been engaged by the Shire to provide design advice

regarding alternative and more economical solutions for the rehabilitation of a number of road

sections, including Cape Otway Road in Moriac, Pollocksford Road in Gnarwarre and Forest

Road in Modewarre. The pavements for these roads consisted of narrow sprayed seals (often

narrower than 5m), and good formed unsealed shoulders extending to a full formation width of

6m to 7m. The design brief required the seal width to be extended to 7m, with 1m sealed

shoulders; and a design period varying from 10 to 20 years.

Pavement investigations at these locations revealed that the pavements had been

constructed using poor to marginal quality crushed Sandstone and clayey sands (locally

derived). Traditionally, these materials would have been excavated and replaced, or overlaid

with better quality crushed rock, at significant cost. An alternative to full replacement is insitu

stabilisation using cementitious binders. This method has been used successfully in Victoria

for many years, and it involves the use of cement blends at various dosages to provide modified,

lightly or fully bound materials. The design intent is to increase the Resilient Modulus of the

target material so that it can be used as equivalent to a better-quality base or subbase.

Unconfined Compressive Strength testing (UCS) is prescribed to determine whether a stabilised

pavement can be considered modified (0.7MPa < UCS ≤ 1MPa, often applicable to base or

subbase courses), lightly bound (1–2MPa) or fully bound (> 2MPa, mainly for subbase

treatments, requiring additional granular overlays for protection against cracking).

This paper discusses the three cases where the existing marginal materials were

modified successfully by the addition of low dosages of cement (1%-2% by dry weight),

followed by thin granular overlays and the application of double-double sprayed seals. This

method has provided savings between 30% and 40% over the traditional method of

replacement.

Part of the success of this method is due to the fact that only part of the existing

pavement overall thickness is disturbed, and hence the subgrade is in mostly undisturbed. The

high calcium and silica content in the target materials is conducive to more efficient

cementitious reactions and rapid curing.

Key Words: Stabilisation; Road; Pavements; Rehabilitation; Design;


36

A Case Study of Soil Improvement by Stone Column and The Progress of

This Method

Alireza Saeedi Azizkandi1, Mojtaba Kohandelnia2, Pouyan Mohammadi3

[email protected], Assistant Professor at Iran University of Science and Technology [email protected], Graduate Student at Iran University of Science and Technology

[email protected], Graduate Student at Iran University of Science and Technology

Abstract

Suitable ground ought to be gained so that no bearing capacity problems due to high live

and dead loads of building and settlement or unequal settlement occurs. Deep soils in the

ground commonly have more suitable properties in comparison with surface soils and

because of that, deep excavations or using piles to transfer loads to deeper strata are

conventional. In some cases, the best ground for construction on it is not easy to find and

soil improvement is needed for less suitable grounds. There are different types of soil

improvement and stone column is one of them. Using stone columns for improvement of

soils with less bearing capacity has been proven and many studies have been implemented

on its effect on soil properties. This paper discusses the importance of geotechnical

investigation and soil improvement by stone column and its progress until today, to gain

the most suitable ground for construction and solving the limitation of choosing the

suitable site. A case study has been observed and the results after the improvement by

stone column verifies better properties in comparison with native soil.

Key Words: Stone Column, Soil Improvement, Bearing Capacity, Deep Excavation.

Geotechnical Investigation





37

Design Method of A Case Study of Soil Improvement

Using Micropiles

Alireza Saeedi Azizkandi1, Pouyan Mohammadi2, Mojtaba Kohandelnia3

[email protected], Assistant Professor at Iran University of Science and Technology [email protected], Graduate Student at Iran University of Science and Technology

[email protected], Graduate Student at Iran University of Science and Technology

Abstract

Micropiles are grouted and small diameter piles that are traditionally used in foundation retrofit.

Experimental evidence has indicated that Micropiles behave well under seismic loading due to

their high flexibility. However, the seismic behavior of these is not fully understood due to the

limited number of full- and model-scale tests, as well as the limited amount of numerical

modeling studies for Micropiles. The first use of micropiles dates back to the early 1950’s in

Italy, where new methods of underpinning for existing structures were needed to restore

structures and monuments damaged during World War II (Lizzi, 1982). Dr. Fernando Lizzi is

commonly recognized as the inventor of micropiles in the form of the root pile or palo-radice.

There has been a rapid growth in the specification and use of micropiles in the United States

since the mid 1980’s to early 1990’s partly as a result of FHWA research efforts, trade

association promotion efforts and the development of various publications offering

standardized design and specification guidelines. Micropiles are generally used when there are

difficult ground conditions, such as natural or man-made obstructions, sensitive ground with

adjacent structures, limited access/low headroom and/or karstic geology. They are commonly

used to replace deteriorating foundation systems, for the renovation of structures, to support

structures affected by adjacent construction, for seismic retrofitting or in-situ reinforcement

including embankment, slope and landslide stabilization. The static and dynamic behavior of

micropiles was studied via the effects of aforementioned independent variables on the

deflections and bending moments along the micropile length. In this paper, based on a case

study and analysis of existing data and the positive impact on micropile session control and

increase capacity has been seen. Also, how the design of micropile of a group or individual is

considered in this note.

Key Words: micropile, foundation retrofit, embankment, dynamic behaviour, renovation





38

SLOPE STABILITY OF UNSATURATED OPHIOLITIC MELANGE

SOIL UNDER RAIN INFILTRATION

Taha TASKIRAN1, Aysenur ASLAN FIDAN2

1 Civil Engineering Department, Dicle University, TURKEY. [email protected] 2 Civil Engineering Department, Dicle University, TURKEY. [email protected]

Abstract

Rain infiltration is one of the major reason for slope instability. Moreover, the instability of

unsaturated soil slopes during wet periods is common throughout the world. [4] In recent years

the slope failures due to rain infiltration has become prevalent.

In order to understand the infiltration and its effects on unsaturated soils, the effect of infiltration

on slope stability must be understood. Rain infiltration causes to arise perched water table,

increase the groundwater level or/and leads to rise pore water pressure resulting decrease in

matric suction. [1, 2, 3, 4] This, results in a decrease in shear strength of soil and may even end

up with failure.

In this study, ophiolitic melange soil slope located in Siirt/Turkey on thrust belt is investigated.

This soil is formed by Arabian and African plate collision includes various soil type and is

shown different soil properties at any point and can be considered as problematic soil. In

addition, the slope failures are frequently observed located in this zone almost during all rainy

seasons. Due to all these reasons the effect of infiltration on stability of these melange slopes

were examined.

The study mainly consists of three steps including site investigation, laboratory works and

modelling with GEOSTUDIO software. In site investigation, undisturbed soil samples were

taken. Soil-water characteristic curve was obtained by filter paper method. Initially, factor of

safety of slope was calculated using total shear strength parameters. Secondly, slope analysis

with effective shear strength was investigated under saturated conditions. Finally, the annual

average rain intensity was used to establish initial conditions under steady state analysis before

the transient seepage analysis. In transient seepage; 3 months rainy season’s rainfall intensity

was adopted as rain infiltration to the slope. Pore water pressures and suctions obtained from

seep analysis were used for calculating total cohesion (accounting matric suction as a part of

cohesion). For the analysis slope was divided into the zones regarding the various negative

pressure heads and corresponding cohesions were used for each zone to get factor of safety by

limit equilibrium (LE) method.

According to laboratory test results; melange soil showed typical SWCC curve as for clayey

soils. This study has also shown that, shear strength parameters of mélange soil is highly

effected by infiltration as considering matric suction contribution for unsaturated conditions.

Due to this phenomenon; after the infiltration, the factor of safety of mélange slope decreased

significantly. Therefore rain infiltration becomes important to take into consideration as

analysing slope stability of mélange soil slopes.

Key Words: Ophiolitic Melange, Rain infiltration, Slope Stability, Unsaturated Soils


39

References

[1] Lumb PB, (1975) J. Engineering Geologist 8:31-65.

[2] Fukuoka M (1980) Geotechnical Engineering J Southeast Asia Society of Soil Eng.

11:44 72.

[3] Rahardjo h, Lim TT, Chang MF, Fredlund DG (1995) Canadian Geotechnical Journal 32:60-

77.

[4] Ng CWW, Shi Q (1998) Computers and Geotechnics 22:1-28.


40

Performance of Rapid Impact Compaction as a Middle-Deep

Ground Improvement Technique

Bashar Tarawneh1, Yasser Hakam2

1Civil Eng. Dept. The University of Jordan, Amman, Jordan, [email protected] 2Menard Vibro Middel East, Dubai, UAE, [email protected]

Abstract

Rapid Impact Compaction ( RIC) is a modern dynamic compaction device mainly used to

compact sandy soils, where silt and clay contents are low. The device uses the piling hammer

technology to increase the bearing capacity of soils through controlled impacts. The RIC device

uses "controlled impact compaction" of the ground using a 9-ton hammer dropped from height

between 0.3 m to 1.2 m onto a 1.5 m diameter steel patent foot. The delivered energy is about

26,487 to 105,948 Joules per drop. To evaluate the performance of this technique, three project

sites in the United Arab Emirates were improved using RIC. In those sites, a loose to very loose

fine to medium sand was encountered at a depth ranging from 1.0m to 4.0m below the ground

level. To evaluate the performance of the RIC, Cone Penetration Tests (CPT) were carried out

before and after improvement. Also, load tests were carried out post RIC work to assess the

settlements and bearing capacity. Soil was improved to a depth of about 4.0m below the ground

level depending on the CPT friction ratio (the ratio between sleeve friction and tip resistance).

CPT tip resistance was significantly increased post ground improvement work. Load tests

showed enhancement in the soil bearing capacity and reduction in the potential settlements.

This study demonstrates the successful application of the RIC for middle-deep improvement

and compaction of the ground. Foundation design criteria were achieved in all site post RIC

work.

Key Words: Rapid Impact Compaction (RIC), CPT, Ground Improvement




41

CONSOLIDATION AND PERMABILITY PROPERTIES OF COHESIVE

SOILS STABILIZED WITH PERLITE AND PERLITE-LIME

COMBINATIONS

Umit CALIK1, Erol SADOGLU2, Ahmet KUVAT3

1Karadeniz Technical University, Of Technology Faculty and e-mail: [email protected] 2 Karadeniz Technical University, Faculty of Engineering and e-mail: [email protected]

3 Karadeniz Technical University, Faculty of Engineering and e-mail: [email protected]

Abstract

Improvement of physical, hydraulic, mechanical and chemical properties of weak soils is named

as soil stabilization. Perlite that is a natural pozzolan can be used easily as an additive due to its

amorphous structure and high SiO2, Al2O3 and Fe2O3 content. Perlite has pozzolanic

properties but it possesses little or no cementitious ability due to lack of active CaO. Therefore,

perlite requires a second additive that contains calcium for pozzolanic reactions.

In this study, stabilization with perlite and lime of a high plasticity clayey soil containing

smectite group minerals was investigated experimentally. For this purpose, test mixtures were

prepared adding 0%, 10%, 20%, 30%, 40% and 50% of perlite and with 8% of lime (optimum

lime ratio) and without lime. Consolidation and permability properties of the mixtures were

determined. Change of the properties depending on perlite ratio was investigated.

The test results show that increasing perlite ratio cause reduction on compression and

permeability index of pure and lime stabilized soil. However, some increase in compression

index was observed in the case of perlite rate of more than 30% of lime stabilized soil. In

addition, the mathematical equations generated from regression analysis indicated that there are

strong relations between geotechnical properties and variable of perlite ratio.

Key Words: Soil stabilization, Natural pozzolan, Perlite, Lime, Pozzolanic reaction,

Regression analysis


42

Evaluation of Liquefaction potential susceptibility of Ramsar sand

by triaxial monotonic isotropic tests

Mehrdad Nategh1, Siavash Salamatpoor2, Anoosheh Iravanian3

1MS in Geotechnics, Rouzbahan Institute of Higher Ejucation, Sari, Iran; Email :

[email protected] 2Faculty of Civil Engineering, Rouzbahan Institute of Higher Ejucation, Sari, Iran; Email :

[email protected] 3Department of Civil Engineering, Near East University, Nicosia, Mersin10, Turkey

Abstract

Ramsar is located in north of Iran, shouthern of Caspian Sea which is a densely populated, seismic

region and overlaid by poorly graded clean sand and because of high seismic level of underground

water, is susceptible to liquefaction. An experimental studies contains a series of undrained triaxial tests

under isotropic consolidation, conducted on the reconstituted samples of Ramsar sand. The specimens

were consolidated isotropically to simulate normal soil condition. Different states of soil behavior were

obtained by applying different levels of initial relative density, and effective stress. It was shown that

Ramsar clean sand can experience the whole possible states of liquefiable soils i.e. flow failure, limited

liquefaction, and dilation. By re-testing a sample and observation of the tested grains under the

microscope, it was revealed that Ramsar sand is crushable. It can be concluded that since just limited

numbers of tests were dilations, the sand is really susceptible to liquefaction.

Key Words: Isotropic, Triaxial test, Crushable, Static liquefaction

References

[1]YOUD T.L., IDRISS I., ANDRUS R., ARANGO I., CASTRO G., CHRISTIAN J., DOBRY

R., FINN W., HARDER L. JR., HYNES M., ISHIHARA K., KOESTER J., LIAO S.,

MARCUSON W., III, MARTIN G., MITCHELL J., MORIWAKI Y., POWER M.,

ROBERTSON P., SEED R., STOKOE K. II, Liquefaction resistance of soils: Summary

report from the 1996 NCEER and 1998 NCEER/NSF workshops on evaluation of

liquefaction resistance of Soils, J. Geotech. Geoenviron. Eng., 2001, 127 (10), 817–833.

[2] MARCUSON W.F. III., Definition of terms related to liquefaction, J. Geotech. Eng. Div.,

Am. Soc. Civ. Eng., 1978, 104(9), 1197–1200.

[3]Jefferies,M., Been, Ken. (2006). “Soil Liquefaction.”

[4] Castro, G. (1969). “Liquefaction of sands” Harvard Soil Mechanics series 87, Harvard

University, Cambridge, Massachusetts.

[5] CASTRO G., POULOS S.J., Factors affecting liquefaction and cyclic mobility. J. Geotech.

Engng Div. ASCE, 1977, 103, 501–516.

[6] Jafarian, Y., Ghorbani, A. and Salamatpoor, S. (2012) Experimental Study on Shear

Resistance of Babolsar Sand under Anisotropic Consolidation. 3rd International Conference

on New Developments in Soil Mechanics and Geotechnical Engineering, Cyprus.


43

APPLICATION OF VIBRATORY HAMMER TO ASSESS DYNAMIC

SOIL RESPONSE AND DRIVEABILITY AT CAPE WIND OFFSHORE

WIND FARM

Shahrooz SHOGHI-REZVANI CEng MIMarEST,

Simon DAVIES CEng MICE

1COWI, Bevis Marks House, 24 Bevis Marks, London, EC3A 7JB, [email protected] 2Rambøll, 240 Blackfriars Road, London, SE1 8NW, [email protected]

Abstract

The use of vibratory hammers on offshore projects has not been well documented to date, and

there is an absence of extensive expertise on its application and capabilities. The Cape Wind

Offshore Wind Farm site contained extensive areas of coarse-soils, which were anticipated to

be favourable for vibrodriving large diameter monopiles. However, fine-soil layers were also

present where the success of vibrodriving was less certain.

The implementation of a vibratory hammer to install monopiles at the site was investigated

primarily due to the risk of encountering boulders. However, the need to minimise driving

constraints, the requirement to ensure the structural integrity of the monopiles and to minimise

drilling operations were also key factors.

The geometrical and geo-structural effects on the dynamic response of monopiles subjected to

vertical vibration was investigated along with an assessment of the zone of influence of soil

disturbance in order to inform the possibility of extraction and re-positioning of monopiles,

should boulders be encountered. The likelihood of vibrodriving in fine-soils was also

investigated.

The concepts developed by Jonker [1] and Holeyman [2] were used to develop a method for

assessing the soil response to vibropiling. Vibratory motion, generated through rotation of

eccentric masses, induce sinusoidal stress-waves through the monopile, which are transferred

into the surrounding soil until either liquefaction occurs in coarse-grained soil or strain

softening occurs in fine-grained (cohesive) soil.

The dynamic soil resistance during driving was derived based on the factored static capacity.

The factor accounted for temporary loss of soil strength during vibropiling and was a function

of the soil type, exciter frequency, operating amplitude and water content. A sensitivity study

was carried out to explore the range of values for this factor and its impact on driveability.

The 101 monopile locations were split into four clusters (A, B, C and D), based on the soil

layering. Cluster A, covering 46% of locations, comprised coarse-soil layers to the full depth

of the monopile; Cluster B (45% of locations), comprised coarse-soils with minor fine-soil

layers; Cluster C (3% of locations), comprised interbedded coarse and fine-soil layers and

Cluster D (6% of locations), comprised fine-soils with minor coarse-soil layers.

The assessment identified that fine-soil layers significantly decreased penetration rate; driving

refusal was predicted in all locations in clusters C and D and in 27% of locations in Cluster B.

This illustrates that the principle mechanism of pile penetration using a vibratory hammer is not


44

as effective for soils which behave in a cohesive manner, i.e. strain-softening may occur but a

liquefaction mechanism, similar to that in saturated coarse-soil, is unlikely to take place.

In assessing the zone of influence, the non-liquefied zone is taken free from the S-wave and P-

wave generated both spherically and cylindrically in driving. Some of these waves reach the

surface whilst the remainder are considered to form Rayleigh surface waves. This theory [3]

was used to determine the hammer energy input to determine peak particle velocity of the soil

particles with increasing horizontal distance from the pile.

Key Words: vibratory driving; dynamic response; liquefaction;

References

[1] Jonker.G (1987) Vibratory Pile Driving Hammers for Pile Installation and Soil

Improvement Projects, OTC 5422, Houston, Texas

[2] Holeyman. A (2000) keynote lecture: Vibratory driving analysis, Application of stress-wave

theory to piles, ISBN 90 5809 15 03

[3] Attewell, P.B, Farmer, I.W (1973). Attenuation of Ground Vibrations from Pile Driving.

Ground Engineering. Vol.6, no. 4, pp.26-29


45

NONLINEAR DYNAMIC RESPONSE OF MICACEOUS SAND

DEPOSITS

Volkan İŞBUĞA1, Joman M. MAHMOOD2, Ali Fırat ÇABALAR3,

1Hasan Kalyoncu University, Department of Civil Engineering, e-mail: [email protected]

2University of Gaziantep, Department of Civil Engineering, e-mail: [email protected]

3University of Gaziantep, Department of Civil Engineering, e-mail: [email protected]

Abstract Micaceous soil deposits are found in certain parts of the world including Izmir, a highly populated

city and located in a seismically active region in western part of Turkey. This study presents the

nonlinear site response analyses of micaceous sand layers under a previously recorded earthquake

excitation with a magnitude of Mw= 5.7 in the region. For the sites where liquefaction is not likely

to occur, practitioners often use SHAKE software ([1]), which is based on “equivalent linear

approach”, to determine the response of soils underlying the critical structures. However, it is well

known that soils tend to show nonlinear behaviour even at small strains; therefore, a nonlinear

analysis to better estimate the response of sites might be required. We performed site response

analyses by employing NONLI3, a nonlinear site response code developed by [2]. We

investigated the effect of different mica contents in mica-sand mixtures on response of the soil

layers. The stress-strain behaviours of the soil layers, which are inputs for NONLI3, can be

derived from shear modulus reduction curves G/Gmax. We derived the stress-strain relations from

the previous work of [3]. Results show the clear effect of the mica content on peak ground

accelerations.

Key Words: Nonlinear site response; micaceous sands; dynamic soil behaviour

References [1] Schnabel, P. B. (1972). Shake a computer program for earthquake response analysis of

horizontally layered sites. EERC report, pages 72–12.

[2] Joyner, W. B., & Chen, A. T. (1975). Calculation of nonlinear ground response in earthquakes.

Bulletin of the Seismological Society of America, 65(5), 1315-1336.

[3] Cabalar, A. F., Cevik, A. (2009). Modeling damping ratio and shear modulus of sand-mica mixturesusing neural networks.Eng. Geology 104: 31-40.



46

Suction measurement of sands using the filter paper method

Bestun Shwan1, Ayşe P. Balkıs2 and Svala Surchi3

1Koya University, University Park, Danielle Mitterrand Boulevard, Koysinjaq KOY45, Koya, Iraq

[email protected]

2Cyprus International University, Civil Engineering Department, Nicosia, TRNC, Mersin 10 Turkey

[email protected]

3Cyprus International University, Civil Engineering Department (MSc) , Nicosia, North Cyprus

[email protected]

Abstract

The use of the filter paper (FP) method for sands is quite limited in the literature in which only

a number of studies have been conducted using the FP method. This study, therefore, aims to

use the FP technique for measuring matric suction for two different types of sands. Samples

were prepared using the water pluviation technique. The samples were left to dry out and then

monitored by weight to obtain different values of degree of saturation. This is to extend suction

measurement beyond the residual suction and to fully define the shape of the soil water retention

curve (SWRC). The FP method then was validated with the hanging column technique (HCT),

which is a method of controlling and applying suction. The results showed good agreement

between the two utilised methods. The experimental results of the FP and HCT were then fitted

well using the mathematical SWRC model proposed by Fredlund and Xing (1994).



47

EFFECT of MOISTURE CONTENT MIGRATION and STRENGTH

VIRIATION on BEARING CAPACITY of UNSATURATED SAND

Shwan1, B. J.

1Koya University, University Park, Danielle Mitterrand Boulevard, Koysinjaq KOY45, Koya, Iraq

[email protected]

Abstract

This paper presents the effects of water migration, aggregation/cohesion variation behaviours

on the bearing capacity of an unsaturated sand. The suctions in the bearing capacity test were

controlled using the Hanging Column Technique. The experimental results showed noticeable

moisture migration under loading in the bearing capacity test as well as aggregation/cohesion

variation behaviours. The shear strength of the unsaturated sand was also shown to be strongly

influenced by comparatively small changes in suction. The combined effects of changes in

suction and degree of saturation due to water migration have been modelled using a modified

discontinuity layout optimization (DLO) method as well as water migration and cohesion

variation. Comparison between the numerical and experimental results exhibited reasonable

agreement. In the numerical analysis, moisture migration (suction increase and decrease) and

cohesion variation showed the effects of these behaviours on the bearing capacity. For example,

an increase in bearing capacity by a factor of 1.44 when cohesion increases by 0.5 kPa and

suction decreases by 1 kPa was obtained.

Key Words:Water Migration; Cohesion Variation; Bearing Capacity; Numerical Study;

Unsaturated Sand.


48

EFFECT of SOIL CAPILLARITY on TOTAL PASSIVE EARTH

PRESSURE of UNSATURATED SOILS

Shwan1, B. J. 1Koya University, University Park, Danielle Mitterrand Boulevard, Koysinjaq KOY45, Koya, Iraq

[email protected]

Abstract

This paper presents a numerical study into the effect of soil capillarity on total passive earth

pressure that is exerted by two simulated backfill materials: a sandy soil and a silt loam. An

upper bound theorem, discontinuity layout optimization (DLO), is modified in which the effect

of suction and degree of saturation on strength was taken into account. A non-dimensional

analysis of the total passive earth pressure problem using the modified DLO approach is

modelled. The results showed that the total passive thrust for the sandy soil delivered an

increase to a specific water table position followed by a decrease when the water table dropped

further. However, a continuous increase of the total passive thrust was obtained for the silt loam.

This was attributed to the effect of the degree of saturation on the total passive thrust in which

for the sandy soil only a small range of the suction required to empty the voids from water.

However, for the silt loam retaining water in the inter-aggregated voids extended suction range

and hence increased the total passive thrust. The numerical results were then compared with

Rankine equations, derived to take into consideration the effect of soil capillarity.

Key Words: Soil capillarity, Total Passive Thrust; Numerical Study; Unsaturated Soils.


49

EFFECTIVENESS OF ELECTRO-OSMOTIC DRYING OF AN

UNSATURATED CLAYEY SOIL

Salima BOUCHEMELLA 1,2, Mohamed YOUNES AHMED

2, Hanene SOULI 3,

Said TAIBI 2, Jean-marie FLEUREAU

4

1 INFRARES Laboratory, University of Souk Ahras, Algeria, [email protected] 2 LOMC CNRS UMR 6294, University of Le Havre Normandie, France

3 LTDS CNRS UMR 5513, ENISE, Saint-Etienne, France 4 MSS-MAT CNRS UMR 8579, Centrale-Supelec, Châtenay-Malabry, France.

Abstract

The paper presents an experimental study on the effect of cracks on the continuity of the electric

field during desiccation of clays by electro-osmotic flow. The material is a kaolinite initially

prepared as a saturated slurry with a water content equal to 1.5 times its liquid limit (wL = 40%). The experimental device consists of a transparent PVC tube containing the sample 40 mm in diameter

and 100 mm long. Two graphite circular electrodes of 40mm in diameter are in contact with the ends of

the sample via filters. This optimized shape allows the application of a homogeneous electric field in

the sample. The cathode is pierced at its base to allow the drainage of the interstitial fluid towards a

precision flowmeter.

The results show that a steady state (constant flow) is established as soon as the electric field is applied

and this regime remains as long as the material remains continuous. Due to the appearance of the first

cracks in the material due to desiccation on the cathode side, this continuity is no longer assured and the

electric current vanishes and with it, the electro-osmotic flow. The coefficient of electro-osmotic

permeability is of about Ke ~ 1.2 to 4.3 10-9 m2 / V.s.

The fact that the cracks appear on the cathode side where the degree of saturation remains 1 rather than

on the anode side, where the degree of saturation falls to about 65%, seems at first to be in contradiction

with the appearance of the shrinkage cracks during desaturation. This could be explained by the fact that

the desaturation of the material generates internal attraction capillary forces due to suction. This suction

tends to densify the material on the anode side, as shown by the variation in the void ratio, which

decreases from about 1.2 to 1. The material being initially continuous, these attraction forces are

transmitted to the whole of the material, in particular to the saturated part on the cathode side, which is

sliding towards the anode upstream. Nevertheless, the friction with the mold on the diametrical periphery

slows down this movement, hence the appearance of tensile cracks, first close to the cathode, and then

propagating progressively towards the anode

Abstracts file name must be AUTHOR NAME SURNAME.DOC (For abstracts with more than

one authors, files should be named as: FIRST AUTHOR NAME SURNAME – SECOND

AUTHOR NAME SURNAME.DOC, etc.) and it should be submitted as an email attachment

to [email protected]

Key Words: clay; desiccation; suction; cracking; electro-osmotic flow; unsaturation


50

References

[1] Younes Ahmed, M.; Taibi, S.; Souli, H; Fleureau, J.M.. (2013). The Effect of pH on

Electro-osmotic Flow in Argillaceous Rocks. Geotech Geol Eng. DOI 10.1007/s10706-013-

9656-0

[2] Younes Ahmed, M. (2011). Amélioration de la perméabilité des roches à matrice argileuse

à l’aide de l’électro-osmose et l’électrophorèse. phD thesis. University of Le Havre Normandy.

France

[3] S. Bouchemella , I. Alimi-Ichola , A. Seridi. (2015) " Numerical simulation of water flow

in unsaturated soils: comparative study of different forms of Richards's equation" European

Journal of Environmental and Civil Engineering. 19 (1. pp 1-26 : DOI:

10.1080/19648189.2014.926294


51

Degassing of landfill sites

Jürgen KANITZ1, Frank OTTO2,

1Schwerinstrasse 40, D-44805 Bochum, [email protected]

2Technische Hochschule Georg Agricola, Herner Strasse 45, D-44787 Bochum, [email protected]

Abstract

On landfill sites, it is repeatedly stated that the degassing comes to an end much earlier than

expected. However, in the case of the construction of a gas well at landfill sites, we could find that

the depth of organic matter (content of bioavailable organics) significantly increased the deeper it

goes below 5 to 10 m.

In the case of deep zone investigations at the top of the well, the methane concentration is low while

high carbon dioxide and oxygen concentrations can be found. The deeper you go the methane

concentrations rise significantly, but the gas flow drops constantly. [1]

Due to the higher surcharge, the gas permeability decreased significantly the deeper it is. The free

pore space is reduced, as it is partly filled with capillary water. With an increase in depth, the suction

pressure should be increased significantly to suck up landfill gas. Due to this fact, we have installed

gas fountains on landfills, which were sealed with clay from the surface to a depth of in min. 6 - 10 m.

The results were not always satisfactory. The seal was predominantly carried out with clay pellets

swelling under water. The swelling is mostly insufficient. SA strong, porous and very gaseous solid

body is produced, which almost has the effect of filter grains and thus has no sealing effect.

At the landfill of Simbio d.o.o. in Celje, gas production had largely come to a standstill. It should be

attempted with deeply filtered gas wells to stimulate the gas production for energy use. Six gas wells

were drilled. Four wells were carried out in two stages. The location of the gaskets was determined

by accompanying gas measurements during the sinking of the wells. All gas fumes must be

pressurized in the lower stages with a higher negative pressure (80 - 100 mbar) to produce sufficient

gas (approx. 100 m³). The methane concentrations in almost all gas fountains were constant even for

24-hour suction tests at values above 60% in volume. [2]

The results are presented and explained in detail. Thorough conclusions are drawn for most landfill

sites. If a gas fountain cannot be rebuilt, a method is available to convert existing gas wells so that

they behave like freshly drilled wells from the sealing. The method is presented with its boundary

conditions. [3]

Key Words: landfill sites; degassing; gas well; methane concentration; bioavailable organics


52

References

[1] Kortnik, J.; Otto, F.; Kanitz, J.; Mars, S.; Ivankovic, T.: Restoration of landfill-gas wells on old non-

hazardous waste landfill Bukovzlak. 16thConference with international Participation “Waste

management – GzO 15” August 26.-27.2015

[2] Kortnik, J.; Kanitz, J.; Otto, F.; Ivankovic, T.: Installation of deep landfill-gas wells on old municipal

solid waste landfill Bukovzlak. 16thConference with international Participation “Waste management –

GzO 18” April 07.-08. 2017

[3] Kanitz, J.; Otto, F.: Sanierung von undichten Gasbrunnen auf Hausmülldeponien. Gefahrstoffe -

Reinhaltung der Luft, Mai 2016


53

PPP approach and construction of classification system in the

domain of urban waste management in China

Meng XU

Address: Room 3 Unit 46, College Green, Durean Road Hostels, Singapore, Postcode: 299705.

Email: [email protected]

Abstract

With the rapid development of China's economy, ongoing process of urbanization and the rapid

increase of urban population, it is urgent for China to wisely combat the challenge of increasing

urban domestic waste and municipal population. According to statistical analysis, the world's

annual output of municipal solid waste growth rate of up to 8.42%, while China is as high as

10% or even more. How to solve the problem of urban living garbage becomes one of the

common environmental concerns of human beings. The major research question is: how to find

a sustainable way to sort and make full use of urban waste and pollution in China.

The key methodology adopted is comparative case study – by comparing a middle-sized city in

the east of China with European countries. In addition, a scenario-based approach was chosen

for the study. This was due to ambiguities in how to apply the definition of waste, which in

parts has led to shortcomings in the current statistics, and therefore considerable uncertainty

regarding the material types and quantities that should be covered to meet the national

environmental recovery target. Information was retrieved from national databases, literature

and reports from companies. In those cases where relevant data were lacking, a qualitative

evaluation was done as a complementary approach.

Through comparative analysis and case study, a comprehensive viewpoint of the unique social

contexts in China was formulated. The key result of this research is that considering the current

situation in China, the best way is construction and application of the city garbage classification

system of three elements and two levels. According to the three elements and two levels sorting

system, garbage is sorted to dry, wet and special garbage, and secondary sophisticated sorting

will be done. Sorting by source could prevent the mixture of garbage, and make use of organic

garbage by physical crush, microorganism fermentation insect transformation, so as to establish

a trinity disposal technology system and realize resource utilization. This system is a simplified

garbage sorting system, which could address the sorting problem of recyclable and unrecyclable

garbage. As for the foreground of this system, the research implies that the key of Municipal

Solid Waste disposal is to prevent mixture of garbage and make use of wet garbage, which is

one of the attractive areas where private enterprises are actively involved in China. As is the

typical case of Public-Private Partnership cooperation between Changzhou City Urban

Management Bureau and Jiangsu Weierli Environmental Protection Technology Co. Ltd. on

Changzhou Meat Waste Project, the collaboration from public and private sectors can optimize

the potential value. In summary, to maintain the sustainable development and better cope with

urban waste, it is inevitable that the solid construction the city garbage classification system

and involvement of PPP cooperation should be jointly adopted and applied.

Key Words: waste classification; Municipal Solid Waste; Public-Private Partnership separated

with semicolons


54

References

[1] Zhang, Yeshui, et al. "High-value resource recovery products from waste tyres."

Proceedings of the Institution of Civil Engineers–Waste and Resource Management. Vol. 169.

No. 3. 2016.

[2] Yu, Dingshan, et al. "Scalable synthesis of hierarchically structured carbon nanotube-

graphene fibres for capacitive energy storage." Nature nanotechnology 9.7 (2014): 555-562.

[3] Arm, Maria, et al. "How Does the European Recovery Target for Construction & Demolition

Waste Affect Resource Management?." Waste and Biomass Valorization (2016): 1-14.

[4] Wu, Chunfei, et al. "Processing real-world waste plastics by pyrolysis-reforming for

hydrogen and high-value carbon nanotubes." Environmental science & technology 48.1 (2013):

819-826.

[5] Wong, Jonathan, Suyun Xu, and Obulisamy Parthiba Karthikeyan. "Selected papers from"

International conference on Solid Waste-Knowledge Transfer for Sustainable Resource

Management (ICSWHK2015)", 19-23 May 2015, Hong Kong Convention and Exhibition

Centre, Hong Kong SAR." Bioresource technology 217 (2016): 1.


55

Investigating Seismic Behavior of Micropiles Using Shake Table Tests

Hadis Jalilian Mashhoud1,2 1 Department of Civil and Environmental Engineering,

The Hong Kong Polytechnic University, Hong Kong.

2 School of Civil & Environmental Engineering, Tarbiat Modares University of Iran, Iran


[email protected]

Ali Komakpanah2* 2 School of Civil & Environmental Engineering, Tarbiat Modares University of Iran, Iran.


*Corresponding Author

Jian-Hua YIN1 1Department of Civil and Environmental Engineering

The Hong Kong Polytechnic University, Hong Kong.

Tel: (852) 2766-6065, Fax: (852) 2334-6389


Abstract:

Micropiles are bored and grouted piles of small diameter (less than 300 millimeters) which are

frequently reinforced using steel elements. Micropiles present significant advantages including

flexibility, ductility, capacity to withstand extension forces and they can be installed in different

ground conditions causing minimal noise and disturbance. As a result of these significant

advantages, the application of micropiles in seismic prone areas has grown extensively and they

are used as foundation support for new structures as well as strengthening existing foundations.

Due to increasing application of micropiles in seismic areas, it is of great importance to

investigate seismic performance of these systems. This study aims at experimentally exploring

the seismic behavior of micropile systems. Shaking table tests are conducted on small-scale

physical models of micropiles embedded in loose sand. Response of micropiles system to a

seismic excitation is recorded. By analyzing the results of shaking table tests, the influence of

micropiles configuration on their performance during the seismic excitation is studied.

http://www.modares.ac.ir/en/Schools/civil


http://www.modares.ac.ir/en/Schools/civil



3rd International Conference on New Advances in Civil...

Documents

Transcript of 3rd International Conference on New Advances in Civil...