bluuebunny/crossref_metadata_2025_split huggingface dataset:
3D stability analyses of Skjeggestad landslide
Authors: Jostad H P , Sivasithamparam N , Lacasse S , Degago S A , Le T M H , Giese S , Rosenquist af Åkershult A , Johansen T , Aabøe R 
Published: April 2021

Abstract
In 2015, a sudden landslide caused the failure of one of the pillars supporting the southern lanes of the Skjeggestad Bridge near Mofjellbekken on Expressway E18. The transportation corridor was closed to traffic for 17 months. To investigate the cause of the failure, an assessment of slope stability is necessary. Usually, limit equilibrium analysis of the middle two-dimensional (2D) cross-section is modelled. The Skjeggestad landslide geometry was not close to a 2D case, and three-dimensional (3D) modelling is more appropriate to analyse the slope. The paper calculates the stability of the slope that failed and compares the results of 3D finite element analyses with classical limit equilibrium and 2D finite element analyses. The analyses were run in the Novapoint GeoSuite Stability software. The soil parameters, including their statistical values, were obtained with the GeoSuite Soil Data Interpretation (SDI) module. A companion paper at this conference analyses the pillar neighbouring the landslide with the module GeoSuite Piles. The paper illustrates the importance of 3D effects in a stability analysis. The results of the analyses also illustrate the need to include appropriate consideration of any strain-softening and spatial variation of soil properties.
Airborne geophysical investigations for landslide risk investigation along the Ångerman River, central Sweden
Authors: Isacsson U. , Persson L. , Smith C.A. 
Published: April 2021

Abstract
A study of landslide risks along the Ångerman River in Sweden is currently being performed by the Swedish Geotechnical Institute (SGI) with assistance from the Geological Survey of Sweden (SGU). In this work, knowledge of the distribution of different types of sediment is crucial. The area shows large variations in both sediment stratigraphy and sediment thickness (depth to bedrock) which makes it difficult to describe geotechnical properties for larger areas based on sparse geotechnical field investigations (soundings and sampling). Within the study area, the Ångerman River valley contains numerous fluvial terraces at various elevations separated from the river by steep erosional scarps. Although fluvial sand caps the terraces, their heights are often derived from the underlying silt and clay, which in turn overlies till or glaciofluvial sediment. The thickness of these general stratigraphic units is difficult to determine from existing data. Thus, in 2018, an airborne transient electromagnetic (ATEM) survey was performed along the river and the surrounding river banks with the objective of mapping and characterizing the sediments down to bedrock. The surveyed area is 2 km wide and covers 80 km along the river with a flight line distance of 75 m. From the ATEM data, the 3D resistivity distribution of the ground down to about 100 m below the surface can be determined. The silt and clay show very low resistivity compared to the overlaying sand layers. Therefore, they can be easily distinguished in the resistivity models from the ATEM data. Furthermore, the depth to the more resistive underlaying till and bedrock can be delimited in most areas. The 3D resistivity model derived from the ATEM data was integrated with other geoscientific data such as; geotechnical drillings, information from water wells and surficial deposits maps using 3D modeling software (Geoscene 3D from I-GIS). Based on the modelling results, the area was divided into six different classes based on the soil stratigraphy. The current method of analysis uses detailed geotechnical investigations performed in one location to ground truth the interpretation of geophysical data over a broad area. With the new results based on the ATEM data, the planning of new geotechnical drillings can be better focused on more poorly-understood areas. Furthermore, the number of geotechnical field investigations can be reduced.
Geotechnical characterization of Norwegian peat: database
Authors: Paniagua P , Long M , L’Heureux J-S 
Published: April 2021

Abstract
Peat is widely available in Northern hemisphere and tropics. However, soil mechanics traditionally focuses on sands, clays and silts, and there is relatively little attention given to peats. Still, many engineering peat related problems like differential settlements or slides have an impact on society. The present paper presents the results of a large data collection of Norwegian peat properties from different consultancy and research projects related to road constructions and field tests during the last 60 years. Basic and advanced peat data like water content, von Post classification, total unit weight, organic content, shear wave velocity, deformation and strength properties are gathered in the database. The data presented may contribute to a larger database from different countries that will help to understand the behaviour of peat, define the best site investigation techniques in the laboratory and the field, and propose better practices on how to deal with peat in the future, towards more sustainable geotechnical solutions.
Estimating shear wave velocity with the SCPTu and Bender element
Authors: Valsson S M , Dahl M , Haugen E , Degago S A 
Published: April 2021

Abstract
The shear wave velocity (vs) is an important soil and rock property that can both be used in several geotechnical problems including for evaluation of dynamic properties of soils as well as in determining the maximum value of soil stiffness at small strain. This property is also seen to give good correlations with other soil parameters used in settlement and stability analyses. The Norwegian Public Roads Administration (NPRA) has recently invested in equipment to measure this fundamental soil property both in the laboratory using bender elements and out in the field using a seismic CPTu (SCPTu). NPRA has also developed internal procedures and techniques to standardize logical interpretations. To assist with this standardization procedure, NPRA has conducted soil investigations at a site in Fredrikstad municipality in the southern part of Norway. The investigations included SCPTu and extraction of high quality mini-block samples. The shear wave velocity is estimated after consolidation in the triaxial apparatus. The laboratory program was done right after the sample extraction and repeated on stored samples a couple of weeks later. Comparison of vs measured in the laboratory was then made with the field measurements with SCPTu. The work gives comparison of the field and laboratory measurements. Correct interpretation approaches are necessary for the laboratory tests as these are found to be more sensitive to small changes in experimental conditions than the SCPTu. Recommendations on how to reduce discrepancies between laboratory and field data are given.
Small strain stiffness within logarithmic contractancy model for structured anisotropic clay
Authors: Sivasithamparam N , D’Ignazio M , Tsegaye A B , Castro J , Madshus C 
Published: April 2021

Abstract
Stiffness of soils in the small strain region is high and it decays nonlinearly with increasing shear strains or with mobilization of shear stresses. However, the commonly used critical state based constitutive models use a simple elastic formulation at small strains that falls short in the prediction of the small strain nonlinearity and anisotropy. This paper proposes a simple way for rendering the existing constitutive models with the capability to capture the small strain behaviour of soils. This is illustrated by proposing a new model for structured anisotropic clay extending an existing model that uses the framework of logarithmic contractancy called E-SCLAY1S. The proposed model is implemented into a Finite Element program as a user-defined soil model. The model predictions are compared with experimental data for various clays. Furthermore, the effect of nonlinearity is investigated for an excavation in soft clay.
Full-scale field-testing of lime-cement columns in a very sensitive clay
Authors: Paniagua P , Bache B K F , Lund A K , Karlsrud K 
Published: April 2021

Abstract
As part of the construction of a new E6 highway between Jaktøyen and Storler in Trondheim, Norway, an area for performing full-scale field-testing of lime cement columns was defined. The soil conditions in the area cover non-sensitive clay to about 6-8 m over a silty quick clay down to at least 30 m. The aim of the full-scale field-tests was to assess how lime-cement columns would perform in a very sensitive clay (i.e. quick clay). The present paper describes the results from field and laboratory tests to characterize the field-testing site, as well as descriptions and field observations regarding the installation and results from testing of lime cement columns. The results are also compared to results of tests on laboratory mixed specimens of stabilized clay. Based on the data from the field trials, it was established a characteristic strength of 425 kPa (for 90 kg/m3 of binder) for the stabilized silty quick clay after two months which is a significantly higher value than the one used in the standard practice in Norway.
Observations from Reverse Column Penetration Tests (RCP) on Lime-cement Columns in Klett, Trondheim, Norway
Authors: Yan C H , Paniagua P , Bache B K F , Lacasse S 
Published: April 2021

Abstract
In the construction of a new E6 Expressway between Jaktøyen and Storler in Trondheim, Norway, lime-cement columns were used extensively as stabilization measures for slope cut works in the clay strata. Non-sensitive clay, about 5-10 m thick, overlying sensitive clay and quick clay down to a depth of 25 m were found at the site. Reverse column penetration tests (RCP) were adopted as one of the quality control measures of the lime-cement columns. This paper presents the results of the RCPs from one of the areas in the project and examines the possible increase in shear strength of the lime-cement columns with depth. The variability of the RCP test results are also discussed.
Model study of screw pile installation impact on ground disturbance and vertical bearing behaviour in dense sand
Authors: Saleem Muhammad Azhar , Malik Adnan Anwar , Kuwano Jiro 
Published: April 2021

Abstract
The purpose of present study was to understand the behaviour of model scale closeended single helix pile using dense ground conditions with a special focus on installation impact it creates on the nearby ground disturbance and its associated vertical bearing characteristics. To understand ground disturbance behaviour, model scale pile load testing was conducted both with and without installation mechanism. Screw piles having large helix to shaft diameter were also incorporated in the study to investigate helical size impact on nearby ground disturbance; and therefore, variation in their bearing behaviour. Variation in installation effort (installation load and torque) for piles having large helix to shaft diameter was also investigated. Based on experimental results, it was observed that the installation of screw piles disturbed the ground significantly along the pile shaft whereas ground disturbance below the pile tip was almost negligible. In addition, with the increase in helix to shaft diameter, ground disturbance ratio was increased. With the increase in helix to shaft diameter, installation effort requirements increased significantly. Moreover, with the increase in helical diameter, end bearing of the pile was increased but there was no effect on skin friction owing to the same shaft diameter.
Permanent sheet pile walls in complex soil conditions Surveillance, monitoring and safety
Authors: Naglestad B , Langelid S B 
Published: April 2021

Abstract
Kvaernerbyen field F1, also known as Kvaernerdammen, is part of the Kvaernerbyen project in Oslo, Norway. Kvaernerdammen consists of a 7-storey residential complex on an underground parking floor. The south-eastern part of the building cuts into the lower part of a steep slope, with soil conditions consisting of dry crust above firm silty clay, followed by quick clay/sensitive clay above a thin moraine layer over bedrock. Due to existing buildings and constructions further up the slope, the allowable deformations of the building pit during and post construction of Kvaernerdammen had to kept within very tight thresholds. Since the summer of 2017, Cautus Geo AS and Multiconsult Norway AS have been cooperating in “research and development” (R&D) focusing on deformations of sheet pile walls (SPW) in complex ground conditions and all aspects connected to interaction between engineering, monitoring, alerting and safety. Starting with surveillance during the construction period, monitoring a permanent SPW supporting the mentioned slope at Kvaernerdammen, the R&D collaboration was continued between Cautus Geo and Multiconsult with continuous surveillance of the construction for almost 2 years after completion. Throughout the project, all phases of a critical SPW-construction have been evaluated, mainly focusing on the effects of seasonal variations in a “permanent” phase. Observations and experiences made during the project with a comprehensive database derived from geotechnical instrumentation have provided an unusually detailed documentation of the development of the construction after completion. The load cells connected to anchors in two rows on the SPW show a correlation between increasing temperature and increasing anchor force in a permanent phase, most likely due to a volume expansion of the structure. This is an opposite trend to what was observed during the construction phase, where increasing force is recorded in the load cells at decreasing temperature, especially at negative degrees Celsius. The temperature in the load cells is measured to oscillate between positive and negative degrees Celsius only during the construction phase. The load may tend to increase in the upper part of the SPW during heavy rainfall, but of negligible value. Based on a slight change in load and deformation during the permanent phase, the SPW is regarded as a stable and secure construction at Kværnerdammen. For future projects, it is important to be aware that load changes in anchors may be dependent on a well-functioning frost protection.
Application of the Frozen and Unfrozen Soil model to modelling effects of freeze-thaw on low-volume roads
Authors: Tuohino M , Solowski W , Abed A , Koivisto K , Lei X 
Published: April 2021

Abstract
Freezing and thawing of soils are of the utmost importance in the design of infrastructure in seasonally cold regions. Cycles of freezing-thawing can severely affect the performance of thinly paved low-volume roads, causing frost heave during the winter and thaw weakening in the spring. Thus, a designer must have an understanding of freezing effects on infrastructure and adequate design tools to deal with them. Freezing of soils entails several coupled processes, necessitating advanced analysis tools such as numerical modelling. This paper applies the Frozen and Unfrozen Soil material model for the finite element program Plaxis 2D into a case study of freezing and thawing induced deformation of a low-volume road on dry-crust clay subgrade in Vesilahti, Finland supported by a literature review and a laboratory study. The Vesilahti test site monitoring results of frost heave, temperature and groundwater level were used in this study to simulate the frost heave of a pavement with shallow structural layers. In addition, soil sampling and laboratory tests were performed to determine the Vesilahti dry-crust clay material properties at the Aalto University. These were combined to simulate the frost heave and thaw settlement measured on the site and to study the feasibility of the material model in replicating actual measured frost action. The road deformation at the measurement times was replicated qualitatively well and the model performed mostly according to expectations. However, the multitude of parameters, complexity of the coupled phenomena modelled and the black box nature of the model implementation in Plaxis make the evaluation of calculation errors tough and time-consuming. Further research on the model could include the implementation of various user-friendly improvements in Plaxis, development of cryogenic suction-and temperature-controlled laboratory testing for the model parameter determination and better utilization of the model’s predictive capabilities by studying continuous frost heave measurements.
TBM-spoil characterization and utilization at the Follo Line project
Authors: Langford J , Dahl M , Baardvik G , Syversen F , Strømme-Ofstad C , Okkenhaug G , Rekve M , Isachsen G 
Published: April 2021

Abstract
The potential use of surplus materials commonly considered as waste has been investigated by the project “Geomaterials in the Circular Economy” (GEOreCIRC). TBM spoil is one of the materials which were assessed, based on data from the Follo Line tunnel project in Oslo, Norway. For this tunnel, four TBMs were used simultaneously and the tunnel generated almost 9 million metric tonnes of spoil. The excavated TBM spoil was used to establish a building platform for a new district in the Oslo municipality, by filling a 30 m deep valley. An extensive campaign of laboratory testing, field measurements and monitoring was conducted for the deposit. The geotechnical properties, such as grain size distribution, grain shape, brittleness, density, permeability and friction angle were determined. The optimal water content for compaction and maximum dry density were determined using the Standard Proctor test. Field measurements included plate load tests and nuclear density gauge (Troxler), with several measurements for each layer of the deposit. In addition, the spoil was analysed for a wide range of possible contaminants associated with natural rock minerals and machinery used in the tunnelling process. The results show that the level of contamination is low, and related to background levels from the bedrock itself, with levels below specified threshold values for contaminated soil according to Norwegian regulations.
CPTU-based settlement modelling for Kujala test embankments on overconsolidated silty clay: A probabilistic approach
Authors: Löfman M S , Korkiala-Tanttu L K 
Published: April 2021

Abstract
Sounding resistance, such as CPTU cone tip resistance, is often used to estimate the settlement of the subsoil when designing ground-supported structures. This paper utilizes CPTU-based probabilistic modelling to estimate the settlement of two test embankments located in Finland. The model is based on an empirical correlation between CPTU net cone resistance and constrained modulus (M0
), described by factor α. Besides the existing correlation (prior distribution of α), this paper also considers the site-specific observations via Bayes’ theorem. By means of Monte Carlo simulation, the settlement histograms were produced and the results compared to the observed settlements. Lastly, the effect of dry crust on the embankment load transmission was considered in order to decrease the model bias. The results indicate that for the other embankment the effect of dry crust has to be considered in order to acquire satisfactory results. It is concluded that this CPTU-based settlement model might be suitable for stiff, overconsolidated silty clay soils in Finland. However, model calibration using site-specific oedometer test data is recommended. On the other hand, such simplified model with a singular modulus should not be used for normally consolidated clay subsoils.
Towards rigorous boundary value level sensitivity analyses using FEM
Authors: Tahershamsi Hossein , Dijkstra Jelke 
Published: April 2021

AbstractThe increased complexity of contemporary constitutive models for soils requires a rigorous method to evaluate the effect of the large number of model parameters on the results. Ideally, the interaction effects between the individual parameters should also be quantified. This is achieved by combining a state-of-the-art global sensitivity method with a general purpose Finite Element Method (FEM) for geotechnics. The method is tested for the non-trivial example of coupled hydro-mechanical response of clay in oedometric compression. The results indicate that proposed method for rigorous sensitivity analysis provides a feasible, yet more powerful, alternative to the method commonly used by engineers, i.e. the sequences of one-factor-at-a-time (OFAT) trails.
Analysis of the use of rubber waste to improve the performance of the asphalt concrete mixture against tidal floods
Authors: Martina N , Rinawati  , Hasan M F R , Setiawan Y , Yanuarini E 
Published: April 2021

Abstract
The increasing rainfall can increase sea level, which increases the frequency of tidal flooding. The effects of tidal floods can emerge directly or indirectly, and the direct effects are the damage to people’s houses and infrastructure. Seawater puddles due to tidal floods have inundated road infrastructure. Meanwhile, humidity in asphalt is an essential factor affecting the durability of asphalt pavement. The asphalt concrete mixture requires a proper mixture to increase durability and life. The addition of used tire powder to the asphalt mixture can increase the asphalt pavement’s resistance to the effects of tidal flooding. The steps of this research include the preparation of materials, testing materials (coarse aggregate, fine aggregate, and asphalt), manufacturing of test objects with and without added materials rubber waste, the immersion of test specimens for 0 and 4 days, Marshall Stage 1 and Stage 2 testing, density testing, wheel tracking test. The results show that the effect of tidal floodwater immersion in the asphalt mixture decreases the strength and quality of the asphalt mixture, the skid resistance, which can be seen from the decreased stability and increased flow. The addition of crumb rubber to the asphalt mixture can reduce the decline in stability value, increase flow value, and better skid resistance results. The Wheel Tracking Machine test results show the effect of adding crumb rubber to the asphalt mixture to reduce the deformation speed of the asphalt mixture.
Improvement of Ultisol soil fertility under pineapple plantation using banana Cavendish rotation in Central Lampung, Indonesia
Authors: Ramadhani W S , Soemarno  , Rahmat A , Widyastuti R A D , Iresha FM , Cahyono P 
Published: April 2021

Abstract
The rotational planting was applied as the result of decreasing the number of pineapple production. The decreased pineapple production is influenced by soil fertility measured from the chemical, physical, and biological aspects. This research was conducted to comprehend the potential of rotational planting. This research was conducted by taking samples from three different locations: PC pineapple (the first plant), RC Pineapple (Ratoon Plant), and bananas after harvest. Samples were taken at a depth of 0-20 cm and 20-40 cm. The research was conducted from November 2015 until February 2016 at Central Lampung. This research found that rotating the planting between the pineapple and the banana can improve soil fertility. After harvest, bananas’ location has soil pH, total nitrogen, C-organic, phosphorus available, and potassium available is higher if compared to PC pineapple and RC Pineapple location. This was based on the fact that the soil of the harvestable banana (4.74) has better pH compared to the two locations, PC pineapple (4.54) and RC pineapple (4.09). This resulted from a larger amount of dolomite given to the harvestable banana’s soil than those from the PCs and the RC’s. Its pH can also influence its OH- and other nutrients within the soil. From the explanation above, it can be concluded that the soil of harvestable banana (ex-banana) has a better quality to increase the production of pineapples.