bluuebunny/crossref_metadata_2025_split huggingface dataset:
Geotechnical opportunity management ‐ subsoil conditions as an opportunity and a risk
Authors: SONDERMANN Wolfgang , KUMMERER Clemens 
Published: June 2018

AbstractThe characteristics of different subsoil layers and groundwater conditions are the most significant factors when estimating the response of the ground under changing stress conditions. The interaction between the ground properties of the various homogeneous areas determine the portfolio of geotechnical solutions for achieving technical project requirements. Consequently the determination of realistic parameters has a decisive influence on the selection of potential geotechnical methods both during design and execution. This opportunity for achieving an optimal design and construction method can quickly become a risk to everyone when the soil at the site has not been investigated adequately, and subsequently structural damages occur together with all the related consequences. Using a case study from real construction projects, it will be shown how site investigations can lead to additional opportunities to meet the project goals for everyone involved in the construction task.
Geodatabases to improve geotechnical design and modelling
Authors: VARDANEGA Paul J. , CRISPIN Jamie J. , GILDER Charlotte E.L. , VOYAGAKI Elia , SHEPHEARD Casey J. , HOLCOMBE Elizabeth A. 
Published: June 2018

AbstractGeotechnical designers and modellers must capture and quantify the variability of key soil properties to make engineering decisions. There is a long history in geotechnical engineering of assembling large databases of past soil tests. This paper shows the use of geotechnical databases in two contexts: (a) slope stability modelling in the Eastern Caribbean and (b) settlement response of bored piles in London Clay.
Remarks on wet deep soil mixing quality control
Authors: CHAUMENY Jean Luc , KANTY Piotr , REITMEIER Tobias 
Published: June 2018

AbstractAs wet soil mixing has a lot of advantages in comparison to other soil improvement methods it is used more often all over the world. It can be used as sealing element instead of diaphragm walls or also as load bearing element as an alternative to stone columns or even to piles. For these challenging uses the quality control is important to guarantee that the values in the field match with the original design criteria. Since a soil mixing element consists mainly of the in‐situ subsoil also the quality of the final product has a natural spread. To ensure the quality of the product and thereby the stability of the founded building quality control is a big issue that has to be followed, keeping in mind that the base material is natural and a certain spread of the samples is normal. This article gives a general overview of different methods of taking samples, analyses UCS values of different jobsites and different methods. The article outlines a possible way for quality control on soil mixing projects.
Design, construction and performance of single bore multiple anchored diaphragm wall in Turkey
Authors: DÜZCEER Rasin , GÖKALP Alp , ADATEPE Şenol 
Published: June 2018

AbstractThis paper presents the design, construction and performance of an anchored diaphragm wall utilizing high capacity Single Bore Multiple Anchor (SBMA) technology which is a proprietary product of Kasktaş in Turkey to support one of the largest and deepest basement excavations in very soft soil conditions of Kağıthane region in İstanbul for the first time. A 60cm thick diaphragm wall, with a total depth of 20m, was designed incorporating one level of temporary ground anchors in order to perform the excavation in dry condition without causing any hazard to surrounding structures and roads, within a heavily urbanized location. Additionally, 7 rows of jet grout columns were executed in order to improve the soil at the toe of the diaphragm wall. Within the scope of the prestigious on‐going Ferko Line Project, a shoring system consisting of 12,500m2 of diaphragm wall, 8,900m of Single Bore Multiple Anchor (SBMA) and 62,400m of jet grout columns and a piled‐raft foundation system consisting of 33,150m of 100cm bored piles socketed into rock by 5 m were completed.
Geomechanical and hydrogeological characteristics of Quaternary in karst
Authors: GALIĆ Amira , PRSKALO Maja 
Published: June 2018

AbstractKarst is a terrain with special hydrogeology and relief forms, and it develops in rocks that are relatively soluble in water. Quaternary deposits in karst areas of the Dinarides occupy relatively smaller areas, in poljes and beds of a small number of karst rivers. The subject of the study is the Quaternary formations in the Trebižat riverbed. Although the river has carved its bed through Quaternary limestones, occurrences of major water losses or sinking are not registered due to relatively thick, fine‐grained and clayey alluvium that has been deposited in the canyon. Their depth is relatively large and in places it is over 20 m. Tufa in the form fragments of different sizes is very often present. It has a high holey porosity that is partly due to the decomposition of water plant tissues, and partly due to the dissolution or releasing of organic tissue. Despite the high porosity, tufa does not have a high permeability because the pores are not well interconnected and are often filled with fine‐grained particles. The subject of the paper is geomechanical and hydrogeological properties of these sediments.
Modelling of stadium stand foundation in poor soil conditions
Authors: JAZVIN Ena , ŠPAGO Azra 
Published: June 2018

AbstractThis paper focuses on the area of Sivas Province in Turkey where construction of stadium capacity of 25000 spectators was taking place. Geologically, several lithological units are identified in the site where upper layers are formed of alluvium sedimentary deposits of poor characteristic, namely sandy clay and gravelly clay while firm bedrock (gypsum) is found at larger depths which puts a request on use of deep foundation to withstand heavy structure load. The main objective of this study was to analyse foundation of stand section using Finite Elements Method by creating two models. First model followed original design solution where foundation on piles were applied, while second model examined performance of alternative methods: soil improvement using jet grouting technique. Data on soil for each of soil layers are taken from the Geotechnical Report from Erciyes University (Kayseri). The considered criteria of serviceability limit state were used to compare results of the two methods with reflection on technology application potential and its effectiveness.
A study on the reliability analysis of a deep excavation supported with anchored pile walls
Authors: KÖKTEN Özgen , YILDIZ Ersan 
Published: June 2018

AbstractThis paper presents a study performed to examine the applicability and convenience of the random set theory in combination with the finite element method (RS‐FEM), considering a case of a deep excavation. A case history of a 15 m deep multi‐anchored contiguous pile wall in clay is considered. Existing buildings around the excavation have necessitated a careful evaluation on the deformations and the reliability of the system. However, due to the existence of limited investigations, the soil parameters had to be estimated combining the results of these investigations with previous experience and expertness under similar conditions. Plane strain numerical analyses have been performed in order to predict the wall behavior. The parameters in the random set model have been chosen based on the sensitivity analyses. Most probable boundaries of the wall horizontal deformations have been compared with inclinometer readings. As suggested by previous case histories, wall deformations have been observed to fall within the lower third of the range predicted by RS‐FEM.
Performance monitoring of rammed aggregate piers: a stockyard case history site
Authors: KURT BAL Ece , ONER Lale , CETIN Kemal Onder 
Published: June 2018

AbstractThis paper investigates the design aspects of Rammed Aggregate Pier® (RAP) treatment as a composite treatment for the unfavourable ground conditions, the construction, QA/QC measures and the verification of the performance via a comprehensive instrumentation scheme. For this purpose, instrumented full scale load test was performed for the stockyard project site in Izmir, Turkey. The soil profile is comprised of fill and soft sandy clay layers overlain by the pyroclastic bedrock. 6 to 18 m long RAP elements were installed in a square grid spaced between 1.5 m and 2.0 m to improve bearing capacity and settlement responses, to accelerate the time rate of settlement (i.e.: consolidation) and to mitigate the liquefaction potential at the project site. The foundation settlement was estimated by RocScience‐Settle 3D software, which was observed to be 30 % smaller than the measured values. After the ground improvement with RAP elements, the foundation settlements were measured as less than 10 cm as compared to 40 ‐ 60 cm settlement predictions of the untreated system.
Vulnerability of bridge piers to general and local erosion of river bed
Authors: PROLOVIĆ Verka , BONIĆ Zoran , DAVIDOVIĆ Nebojša , ZLATANOVIĆ Elefterija , ROMIĆ Nikola 
Published: June 2018

AbstractBridges are large, quite complex, and expensive engineering structures, whose supports, i.e. piers in river beds, are exposed to a series of adverse influences, in particular to the impact of the erosion of a river bed. Disrupted stability of piers or their complete destruction leads to failure of bridge superstructures. We have been witnessing, particularly in recent years, the occurrence of large floods that damaged or even completely destroyed a large number of bridges. In this paper the main causes of general erosion and local erosion have been analysed, with a view toward the ways of determining the depth of local erosion, in order to meet the requirements of a correct selection of foundation depth of bridge piers and of undertaking the corresponding measures to prevent erosion.
Effect of elastoplastic stone columns on consolidation rate of soft soil
Authors: PULKO Boštjan , LOGAR Janko 
Published: June 2018

AbstractThe aim of the paper is to present the basics and to demonstrate the ability of the recently developed method for the evaluation of the effect of elastoplastic stone columns on the consolidation process of soft soil deposits. The method is based on the unit cell concept, takes into account thick‐walled poroelastic cylinder of soil and elastoplastic stone column and provides coupled solution of equilibrium and diffusion equations. The calculation of settlements, excess pore pressure and stresses in the time domain is based on the numerical inverse of analytical expressions obtained in the Laplace domain. The advantage of the proposed method, as compared to other analytical solutions, is that it enables consideration of time dependent loading, takes into account subsequent transfer of stresses from the soil to the column and provides settlement rate prediction. Finally, some examples and comparisons are presented in order to demonstrate the ability of the method to yield reliable predictions of settlements and consolidation rate of the stone column improved ground.
Comparison of measured and calculated interactions between slope creeping and tunnel structures
Authors: SCHNEIDER‐MUNTAU Barbara , CORDES Tobias 
Published: June 2018

AbstractFor the design of structures, the creep deformation of slopes and the evolution of creep pressure are only coarsely taken into consideration. Over the time, creep deformations can achieve remarkable magnitudes, thus the evolution of creep stress on structures is investigated here. The northern access of the Brenner Base Tunnel (BBT) is situated in a creeping mass movement. The geodetic monitoring shows constant displacement rates. Also inclinometer, convergence and anchors’ force measurements are continuously evaluated. This mass movement interacts with the tunnel structure on the first tunnel meters. To quantify the resulting additional stresses, finite element 3D models simulations were performed and validated. The viscose parameters were back calculated according to the displacement of natural slope. The results show evolution of stresses and displacements and allow extrapolation for the design life‐cycle of the BBT of 200 years. Continuous measurements combined with continually calibrated simulation model guarantee a holistic monitoring of slope‐tunnel interaction.
Design of deep foundation for Osijek city water treatment plant
Authors: SOKOLIĆ Igor , VUKADINOVIĆ Bojan 
Published: June 2018

AbstractWater Treatment Plant for the city of Osijek is situated on the riverbank of Drava River. The soil at the location consists of alluvial deposits with layers of soft soil to the depth of 16 m. One part of the construction area is covered with 4 m high fill material. For heavy loaded structures and large area basins and tanks, deep foundation was designed with full displacement concrete piles. The piles of d=40 cm are installed by using lost cone technique down to 2 m in the bearing stratum of dense sand. Bearing capacity of the piles is calculated according to geotechnical investigation works which consists of geotechnical borings, laboratory tests, in‐situ SPT and CPTU. The calculation methodology is given, regarding the selection of design values for pile skin and base resistance. The effect of addition filling on the construction area is evaluated by using finite element method in Plaxis 2D, to calculate the negative skin friction on the piles. After the pile construction, pile capacity was tested by dynamic load test. The comparison of predicted and tested results is given in the paper.
A numerical study to evaluate the performance of deep mixed columns
Authors: CINAR F. Tugce , BOZBEY Ilknur , KELESOGLU M. Kubilay 
Published: June 2018

AbstractDeep mixed (DM) columns are often used for embankments built on soft soils. In this study, a numerical study was carried out for a case study from the literature. The case study consists of DM columns that were constructed in a soft soil underlying an embankment. The numerical study aimed to carry out plain strain analyses and axial symmetry analyses and compare the results. Effects of DM modulus, column spacing and area replacement ratio on displacements and stress distributions were evaluated. In order to perform a two‐dimensional analysis of DM columns under plane‐strain conditions, conversions were made regarding the stiffness and strength of the soil‐column system. Parametric studies revealed that modulus of elasticity is a crucial parameter for deep mixing performance for all soil models used through the numerical analyses. The uncertainties and challenges of modeling a three dimensional geotechnical problem in two dimension are also stated within the context of the manuscript.
Navigation waves influence on the banks protection stability for the Romanian inland waterways linking Danube with the Black Sea
Authors: DUMITRESCU Victor 
Published: June 2018

AbstractThe current period is characterized by an increase in the cargo traffic of ships transiting the main two romanian waterways CDMN and CPAMN but also by the navigation companies concern to increase the navigation speeds. The need to determine the maximum admissible speeds of channel navigation is closely related to the parameters of the waves produced (H, L, T, v) in the shore area where interaction with banks protections and sites geotechnical conditions occurs. The geotechnical stability parameters of the banks are firstly dependent on whether the pore water pressure in the underlying soil is able to adapt to the changes in the water level of the canal without significant instability being generated. The intention is to define admissible cruising speeds of vessels on the waterway, depending on the ship type, canal cross section and navigation conditions. On one side, unnecessary speed limitations should be avoided, but on the other side the stability of the canals banks has to be guaranteed and the safety of navigation conditions maintained.
Numerical simulation of triaxial tests
Authors: EDIP K. , SHESHOV Vl. , BOJADJIEVA J. , KITANOVSKI T. , CHANEVA J. 
Published: June 2018

AbstractMany successful applications of numerical models for simulation of sand behavior show the importance of both triaxial tests and the constitutive relations used in simulation. In this work several triaxial tests have been simulated using the hypoplastic material model. The triaxial monotonic tests have been performed at the Laboratory for Geodynamics at the Institute of Earthquake Engineering and Engineering Seismology in Skopje, R. Macedonia (IZIIS). The hypoplastic constitutive equations have been implemented using the User Programmable Features of software ANSYS. The results show interesting outcomes considering different levels of effective stresses
Back analysis of a shoring system at the excavation site of M4 subway, Budapest
Authors: FARAGÓ Tamás , SZENDEFY János , SZEPESHÁZI Attila , KARNER Balázs 
Published: June 2018

AbstractThe paper focuses on the numerical back analysis of the monitored deep excavation of II. János Pál pápa square of Budapest Metro Line 4. Inclinometric measurement of diaphragm wall deformations has been compared to numerical results derived by PLAXIS using HSsmall soil model. Considering the influence of small strain stiffness of plastic soils, good fit of measured and calculated deformations could be observed. Parametric analysis were carried out to observe influence of the following inputs on the numerical results:
Construction time and sequence
Consolidation effects
Small strain stiffness parameters
A detailed evaluation is given about the results of parametric analysis, considering the inherent errors of the inclinometric measurements, as well.
Ground response analysis of Bahlui Clay as a foundation layer
Authors: GAINA Alexandra Alisa , STANCIU Anghel , NICUTA Ana , LUNGU Irina 
Published: June 2018

AbstractThe purpose is to evaluate ground response of 30 m soil column subjected to different seismic actions. The main foundation layer under investigation is a fat clay specific for Iasi, the Bahlui clay. Three main investigation steps have been followed. The first one consists in laboratory tests using resonant column and torsional shear tests only for Bahlui clay. Degradation curve has been established for both shear modulus and damping ratio. Dynamic parameters of the other layers have been established using empirical models. The second step consists of determination of the site's response spectrum. Equivalent linear one‐dimension analysis using STRATA software has been performed in order to determine the seismic response of the soil column. The analysis results highlight an amplified seismic input motion associated with each soil layer type. They will lead to a better understanding and will improve the characterization of the site response effects, necessary for the local engineers to manage the design of new constructions and to properly consolidate the existing ones.
A case study of rainfall‐triggered slope instability using projected extremes
Authors: JOSIFOVSKI Josif , SUSINOV Bojan 
Published: June 2018

AbstractIn the past years due to climate change the region of South‐East Europe is subjected to extreme weather events with intense rainfall fallowed by activation or reactivation of landslides. In this paper a rainfall‐triggered landslide is investigated on extreme precipitation estimates. Hence, the behaviour of the slope is controlled by the hydro‐mechanical conditions and soil‐atmosphere interaction. In this case study a slope stability of a natural landslide is calculated for projected rainfall of 10 mm/h with 24‐hour duration. In such scenarios due to the excess pore‐water pressure even deep‐sited landslides beside local can exhibit global instability. This study aims to quantitatively assess the impact of intense rainfall on the landslides. The extreme precipitation pattern is considered as loading condition in a fully coupled hydromechanical finite element simulation, where the displacements, matric suctions, and suction stresses are calculated. The results indicate that intense rainfall leads to fast pore‐water pressure build‐up resulting in local strength reduction of the slope. In general, the findings urge to reassess the existing risk maps with more detailed models and higher prognosed precipitation.
Laboratory model tests on natural sand from Skopje region
Authors: KITANOVSKI T. , SHESHOV Vl. , EDIP K. , BOJADJIEVA J. , CHANEVA J. 
Published: June 2018

AbstractFrom the detailed experimental series of 1‐G laminar box experiments on Skopje sand it was clear that additional model tests were needed having similar initial conditions as the examined sand in the laminar box. Series of index experiments on a new shipment of sand are performed to determine mechanical properties and to prove the sample consistency. Also series of simple shear cyclic tests are made on loose specimens with a 20, 25, 30 and 35% relative densities and effective pressures of 50 and 100kPa. Moreover, series of simple shear liquefaction tests and series of triaxial undrained liquefaction tests with same initial condition of 30% relative density and 50kPa effective pressure are considered. Such initial conditions represent additional difficulties in the preparation of the models and their testing. The results obtained from these tests greatly enhance the knowledge of the sand response when different levels of dynamic loads are applied and the potential of liquefaction is considered carefully.
Displacement based design of multi level anchored deep excavations
Authors: KÖKTEN Özgen , GHALANDARI M. Taher , YILDIZ Ersan 
Published: June 2018

AbstractBraced deep excavations are getting widespread in parallel to the increase in the need to use underground spaces for infrastructures and tall buildings which make them an essential part of geotechnical engineering practice. Braced support system movements shall be small enough to ensure remain within acceptable limits. The limits for the elastic displacement of the vertical support member (e.g., pile wall), are generally recommended either for support systems with strut elements or cantilever walls. However, there is no common specification or guide to assess the permissibility of displacements caused by deep excavations with multi‐level anchors. This paper presents an example study for a deep excavation project supported with multilevel anchors in a clayey soil in Istanbul where Mobilized Strength Design (MSD) method is discussed and a new approach is proposed regarding the limit of the horizontal elastic deflection value of the vertical wall with multi‐level anchors, based on a joint evaluation of the performed finite element study and MSD method.
Experimental and theoretical investigation of deep vibro compaction
Authors: NAGY Péter , ADAM Dietmar , KOPF Fritz , FREITAG Peter 
Published: June 2018

AbstractDeep vibro compaction (vibroflotation) is a soil improvement technique, which was patented by the company Keller in the 1930s and since then it has been continually developed and has been successfully used worldwide for deep compaction of granular soils. The methods for quality control of the compaction works are largely empirical in nature and therefore often unreliable. In a current research project, fundamental experimental investigations on real‐time quality control for the deep vibro compaction were executed. Large‐scale test measurements and numerical simulations were performed to investigate the three‐dimensional vibrator movement during the compaction process. Reliable measurements with measuring instruments on the vibrator tube during the compaction process have been conducted within the current large‐scale field tests. This paper presents the layout of the large‐scale in‐situ tests, moreover, selected test results are shown, and possible indicators of the changing soil conditions are discussed.