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Geotekniska undersökningar används för att få en uppfattning om markförhållanden. Ett exempel på en geoteknisk undersökningsmetod är standard penetration test (SPT). Denna metod kombinerar dynamisk sondering med provtagning och används för att kunna härleda bärförmåga i en jord. Metoden uppstod i början av 1900-talet och utrustningen korrigerades fram till 1930-talet. Sedan dess har utvecklingen av metoden i princip stått still. Det finns ingen internationell standard för SPT idag och metoden kan därför skilja sig i olika delar av världen. Sonderingen utförs i botten av ett förborrat borrhål med en öppen provtagare. Serier om maximalt 450 millimeter kan tas samtidigt och intervallet mellan serierna rekommenderas till 0,75–1,5 meter. SPT är en välanvänd metod internationellt sett, medan användandet i Sverige är begränsat. En av de mer frekvent använda dynamiska sonderingsmetoderna som används i Sverige är hejarsondering med frifallshejare och fast dyna (HfA). Metoden utvecklades från den traditionella hejarsonderingsmetoden under 1960-talet och sedan HfA standardiserades på 1970-talet har metoden knappt utvecklats. Idag finns metoden i den europeiska standarden under namnet DPSH-A med tillägg i en svensk bilaga. HfA använder sig av en konspets som slås ned av en fallande hammare. HfA kan användas om fasta jordlager söks men även för att härleda jordparametrar som friktionsvinkel och elasticitetsmodul. Syftet med rapporten är att se om metoderna SPT och HfA relaterar till varandra. Undersökningar med respektive metod har genomförts i fyra områden, Luleå hamn, Gammelstad, Aitik respektive Kristineberg. Avståndet mellan sonderingspunkterna för de två metoderna i Luleå hamn, Gammelstad och Kristineberg är ungefär en meter, medan avståndet i Aitik varierar mellan 10–30 meter. För att avgöra vilken jordart sonderingarna utförts i har okulär jordartsbedömning gjorts på provtagning från SPT för områdena Luleå hamn, Aitik och Kristineberg. För proverna från Gammelstad har siktningslaboration utförts. Rekommendationer för att korrigera uppmätt antal slag för SPT tar hänsyn till olika faktorer beroende på vart metoden geografiskt sett används. Enligt den europeiska standarden ska metoden korrigeras för energiförhållandet i testutrustningen, längden på borrstål samt vertikalspänning orsakat av överbelastning av jord. Housing and Building Research Institute rekommenderar att uppmätt antal slag även korrigeras för borrhålets diameter och provtagartyp. Enligt U.S. Department of Transportation ska antalet slag endast korrigeras för energiförhållandet i testutrustningen och för vertikalspänning orsakat av överbelastning av jord. För att beräkna friktionsvinkel utifrån SPT-resultat kan åtta ekvationer användas. Elastisitetsmodul kan beräknas med två ekvationer. För HfA rekommenderas en ekvation för korrigering, en för beräkning av friktionsvinkel och en för beräkning av elasticitetsmodul. Tidigare gjorda jämförelser tyder på att det kan finnas ett samband mellan metoderna. Även resultatet från denna rapport tyder på att det kan vara möjligt att hitta ett samband, även om metoderna skiljer sig i vissa lägen. Elasticitetsmodulen skiljer sig kraftigt mellan HfA och SPT, men även för de två ekvationerna som presenterats för SPT. Friktionsvinkeln för SPT ger en stor spridning och den beräknade friktionsvinkeln för HfA hamnar kring medelvärdet för SPT. / Geotechnical investigations are mainly used to get an idea the condition of the subsurface. An example of a geotechnical investigation method is the standard penetration test (SPT). This method combines dynamic sounding with sampling and can be used to deduce the bearing capacity of a soil. SPT was invented in the beginning of the 20:th century and corrections of the method was done until the 1930s. Since then, the development of the method has been at a standstill. Today there is no international standard for SPT, and the execution does therefore vary across the globe. SPT is performed with an open sampler at the bottom of a predrilled borehole. Series of a maximum of 450 millimeters can be taken at the same time and the interval between the series is recommended to 0,75-1,5 meters. SPT is commonly used internationally, but the usage of the method in Sweden is limited. A commonly used dynamic sounding method is the Swedish dynamic probing (HfA). This method was developed in the 1960s. The development of the method has been on a standstill since it was standardized in the 1970. Today, the method goes by the category DPSH-A supplemented by a Swedish appendix in the European standard. HfA uses a conical tip which is blown down by a falling hammer. HfA is used in the search for solid soil layers but can also be used to deduce soil parameters such as angle of friction and elasticity modulus. The aim with this master thesis is to determine if SPT and HfA relates to one another. Investigations has been performed in four areas, Luleå harbour, Gammelstad, Aitik and Kristineberg. The distance between the probing points for SPT and HfA at Luleå harbour, Gammelstad and Kristineberg is about one meter. The distance in Aitik varies between 10 to 30 meters. Ocular soil type assessment was performed for the soil samples in Luleå harbour, Aitik and Kristineberg and sieving was performed for the samples taken in Gammelstad. Recommendations for correction of the number of blows for SPT takes different factors into consideration depending on where the test is performed. According to the European standard, the energy efficiency of the equipment, length of the rods and the overburden pressure should be corrected for. Housing and Building Research Institute recommends adding on corrections for the borehole diameter and the type of sampler. Correction should only be done for the energy efficiency of the equipment and the overburden pressure according to U.S. Department of Transportation. There is a total of ten equations available to determine the angle of friction based on results from SPT, while there are two equations available to determine the elasticity modulus. On the other hand, there is only one equation for correction, one to determine angle of friction and one to determine the elasticity modulus for HfA. Previous comparisons of these two methods shows that there is a possibility to find a relation between the methods. The result from this report also indicates that there may be possible to find a relation between the methods, even if they do differ in some cases. The elasticity modulus does vary a lot between the two methods, but also between the two equations found for SPT. The angle of friction for SPT shows a large variation but the calculated angle of friction for HfA ends up around the mean value for the equations for SPT.

Due to lack of soil sampling during a conventional cone penetration testing (CPT), it is necessary to classify soils based on recorded tip and sleeve friction and pore pressure (if available) values. However, currently available soil classification models are based on deterministic and judgemental determination of soil classification boundaries which do not address the uncertainties intristic to the problem. Moreover, size and quality of databases used in the development of these soil classification models are undocumented and thus questionable. Similar limitations do also exist in the development of SPT-CPT correlations which are widely used in SPT dominated design such as soil liquefaction triggering. To eliminate these discussed limitations, within the confines of this study it is attempted to present (1) a new probabilistic CPT- based soil classification methodology, and (2) new SPT-CPT correlations which address the uncertainties intrinsic to the problems. For these purposes, a database composed of 400 CPT/SPT boring data pairs was compiled. It is intended to develop probabilistic models, which will correlate CPT tip and sleeve friction values to actual soil classification and CPT tip resistance to SPT blow count N. The new set of correlations, model parameters of which estimated by implementing maximum likelihood methodology, presented herein are judged to represent a robust and defensible basis for (1) prediction of soil type based on CPT data and, (2) estimation of SPT-N value for given CPT data.

Recent interest in "greener" geothermal heating and cooling systems as well as developments in the quality assurance of cast-in-place concrete foundations has heightened the need for properly assessing thermal properties of soils. Therein, the ability of a soil to diffuse or absorb heat is dependent on the surrounding conditions (e.g. mineralogy, saturation, density, and insitu temperature). Prior to this work, the primary thermal properties (conductivity and heat capacity) had no correlation to commonly used soil exploration methods and therefore formed the focus of this thesis. Algorithms were developed in a spreadsheet platform that correlated input boring log information to thermal properties using known relationships between density, saturation, and thermal properties as well as more commonly used strength parameters from boring logs. Limited lab tests were conducted to become better acquainted with ASTM standards with the goal of proposing equipment for future development. Finally, sample thermal integrity profiles from cast-in-place foundations were used to demonstrate the usefulness of the developed algorithms. These examples highlighted both the strengths and weaknesses of present boring log data quality leaving room for and/or necessitating engineering judgment.

Coordenação de Aperfeiçoamento de Pessoal de Nível Superior / O trabalho foi desenvolvido na área urbana de Boa Vista, as variáveis estudadas foram: altitude, nível da água e limite de sondagem objetivando a caracterização preliminar do subsolo de Boa Vista, através de sondagens de simples reconhecimento. Foram utilizados 75 pontos dos quais 47 do banco de dados da empresa A.P. Engenharia e RC engenharia nos anos de 1994 à 2007 e mais 28 dados levantados durante a pesquisa. Foi realizado a análise multivariada para o conhecimento de padrões não supervisionados as técnicas de Análise de Componentes Hierárquicos confirmados pela Análise de Componentes Principais. Com isto foram identificadas 3 Zonas para a Cidade de Boa Vista: Menos Vulneráveis; Zona 1 - englobando somente o bairro Cidade Satélite e Zona 3 - os bairros Aquilino da Mota Duarte, bairro Centro e seu transecto até o bairro Caçari, bairro Caçari e bairro Paraviana.; Mais vulneráveis: Zona 2 - todos os bairros localizados após o limite da BR 174, sentido leste, com exceção do Bairro Aquilino da Mota Duarte e os bairro entre a BR 174, Centro, Caçari e Paraviana. A média do Nível de água (NA) da cidade foi de 6,3m, os bairros com maior curva de nível se enquadraram nos bairros de menos vulnerabilidade; nos pontos Cecília Brasil, Cel Mota, Ig Mirandinha, Av Gen Sampaio registraram NA na superfície; o solo mais resistente foi o ponto Centro SEFAZ, no bairro Centro com limite de sondagem de 1,1m, o solo com menor resistência foi o ponto BR 174 localizado em área de cerrado após a ponte do Cauamé. Após a determinação das zonas menos e mais vulneráveis foi realizada uma análise de granulometria para representar cada zona, que classificou o material do ponto mais vulnerável como areia franca e franco arenoso e para o ponto representante da zona menos vulnerável apresentou a classificação do material como franco argilo arenoso e franco arenoso / Considering all the urban construction of Boa Vista, the following variables had been studied: altitude, water level and limit of probing, objectify the preliminary characterization of the subsoil of Boa Vista through probing of simple recognition. Had been used 75 point whose 47 were from the data base of the company A.P Engineering and RC engineering in the year of 1994 to the 2007 and more 28 data raise during the research. Was accomplished the analysis of multivary for the knowledge of standard not supervised according to the technique of Analysis of Hierarchic Component confirm by the Analysis of the Major result. With this 3 Zones for the City of Boa Vista had been identified: Less Vulnerable; Zone 1 - only englobando the Cidade Satelite districts and Zone 3 - the Aquilino da Mota Duarte districts, Centro districts and its transecto until the Caçari districts , Caçari districts and Paraviana districts; More vulnerable: Zone 2 - all the districts located after the limit of BR 174, felt east, with exception of the Aquiline districts of the Mota Duarte and the districts between BR 174, Center, Caçari and Paraviana. The average of the water Level (In) of the city was of 6,3m, the districts with bigger curve of level if they had fit in the districts of little vulnerability; in the points Cecília Brasil, Cel Mota, Ig Mirandinha, Av Gen Sampaio they had registered In the one in the surface; the ground most resistant was the point Center SEFAZ, in the Center districts with limit of sounding of 1,1m, the ground with lesser resistance was located point BR 174 in area of after closed the bridge of the Cauamé. After the determination of the zones and less vulnerable was carried through a granulometria analysis to represent each zone, that classified the material of the point more vulnerable as frank sand and frank arenaceous and for the representative point of the zone less vulnerable it presented the classification of the material as frank argilo arenaceous and frank arenaceous

Este trabalho apresenta alguns parâmetros geotécnicos do solo arenoso na região litorânea de João Pessoa/PB, após a melhoria com estacas de compactação, instaladas pelo método denominado vibro-deslocamento. Esse procedimento é um método de melhoria de solos arenosos em que as estacas de areia e brita são introduzidas em solos de baixa resistência com o propósito de aumentar sua resistência e diminuir os recalques da fundação. Realizaram-se ensaios de cone, prova de carga em placa, sondagem SPT e anotação do diagrama de cravação das estacas, para se estudarem os efeitos da melhoria do solo arenoso por meio de estacas de compactação. São mostradas correlações entre o 'N IND.SPT', antes e após a compactação do solo, entre a resistência de ponta do cone e 'N IND.SPT', antes e após a compactação, bem como os resultados de provas de carga em placa, realizadas nos solos natural e compactado. Observou-se que a diminuição do espaçamento entre estacas aumenta a resistência do solo. Com base no 'N IND.SPT', é apresentada uma forma de previsão da capacidade de carga de fundações por sapata, instaladas em solo arenoso compactado com estacas de areia / This work presents some geotechnical parameters in sandy soil improved by compaction piles installed by vibro-displacement on the cost of the city of João Pessoa in Northeastern Brazil. Significant increases on bearing capacity can be achieved with this ground improvement technique allowing the use of shallow foundation, even in the case of high buildings. Forty eight sand piles with diameter of 0,30 m and 3,5 m long were installed on three different groups varying distance between the piles. Standard penetration tests, cone penetration tests and plate load tests were carried out before and after the installation of piles. The comparison between the tests allows quantify the benefit of soil improvement by compaction piles. Empirical relationships between 'N IND.SPT' before and after improvement, and relationships between qc and 'N IND.SPT' were established. These relations and results of plate load tests allowed an assessment of the influence of distance between the piles in the compacted soil. A prediction of bearing capacity of shallow foundations in sandy soil improved by sand piles, based on 'N IND.SPT' values is presented

Este trabalho apresenta alguns parâmetros geotécnicos do solo arenoso na região litorânea de João Pessoa/PB, após a melhoria com estacas de compactação, instaladas pelo método denominado vibro-deslocamento. Esse procedimento é um método de melhoria de solos arenosos em que as estacas de areia e brita são introduzidas em solos de baixa resistência com o propósito de aumentar sua resistência e diminuir os recalques da fundação. Realizaram-se ensaios de cone, prova de carga em placa, sondagem SPT e anotação do diagrama de cravação das estacas, para se estudarem os efeitos da melhoria do solo arenoso por meio de estacas de compactação. São mostradas correlações entre o 'N IND.SPT', antes e após a compactação do solo, entre a resistência de ponta do cone e 'N IND.SPT', antes e após a compactação, bem como os resultados de provas de carga em placa, realizadas nos solos natural e compactado. Observou-se que a diminuição do espaçamento entre estacas aumenta a resistência do solo. Com base no 'N IND.SPT', é apresentada uma forma de previsão da capacidade de carga de fundações por sapata, instaladas em solo arenoso compactado com estacas de areia / This work presents some geotechnical parameters in sandy soil improved by compaction piles installed by vibro-displacement on the cost of the city of João Pessoa in Northeastern Brazil. Significant increases on bearing capacity can be achieved with this ground improvement technique allowing the use of shallow foundation, even in the case of high buildings. Forty eight sand piles with diameter of 0,30 m and 3,5 m long were installed on three different groups varying distance between the piles. Standard penetration tests, cone penetration tests and plate load tests were carried out before and after the installation of piles. The comparison between the tests allows quantify the benefit of soil improvement by compaction piles. Empirical relationships between 'N IND.SPT' before and after improvement, and relationships between qc and 'N IND.SPT' were established. These relations and results of plate load tests allowed an assessment of the influence of distance between the piles in the compacted soil. A prediction of bearing capacity of shallow foundations in sandy soil improved by sand piles, based on 'N IND.SPT' values is presented

Σκοπός της παρούσας Διατριβής Ειδίκευσης είναι η ανάλυση, η παρουσίαση και η αξιολόγηση των γεωτεχνικών συνθηκών της πόλης των Πατρών, σε σχέση με την εκδήλωση του φαινόμενου της ρευστοποίησης και τις συνθήκες γεωλογικής καταλληλότητας για τις προς δόμηση περιοχές. Στα πλαίσια της διατριβής πραγματοποιήθηκαν γεωτεχνικές έρευνες για είκοσι πέντε (25) γεωτρήσεις που έχουν διανοιχθεί κατά μήκος της πόλης των Πατρών, και αξιολογήθηκαν τα αποτελέσματα των επί τόπου και των εργαστηριακών δοκιμών. Με τη βοήθεια του λογισμικού Petal υπολογίστηκε ο συντελεστής ασφάλειας για ρευστοποίηση σε κάθε γεώτρηση και συντάχθηκαν χάρτες ζωνών επικινδυνότητας για την πόλη των Πατρών. Η έρευνα αυτή πραγματοποιήθηκε για δύο σεισμικά γεγονότα. Για το σεισμό των Πατρών το 1993 με μέγεθος 5.4 Richter και το σεισμό του Αιγίου το 1995 με μέγεθος 6.2 Richter. / The aim of this MSc Project is the presentation, the analysis and the assessment of the geotechnical conditions in city of Patras, Western Greece, for liquefaction phenomenon and geological suitability for construction purposes. In this project were done geotechnical surveys for twenty-five (25) boreholes in area of Patras, and assessment insitu and laboratory tests. Using Petal program we can estimate the factor of safety against liquefaction. The data used to perform mapping, in some zones of liquefaction risk. The survey based on seismic facts. The first one was the earthquake in 1993 in city of Patras with magnitude 5.4 Richter and the second one was the earthquake in city of Aigio in 1995 with magnitude 6.2 Richter.

Seismically-induced liquefaction has been the cause of significant damage to infrastructure and is a serious concern in current civil engineering practice. Several methods are available for assessing the risk of liquefaction at a given site, each with its own strengths and limitations. One probabilistic method has been shown to provide more consistent estimates of liquefaction risk and can be tailored to the specific needs of a given project through hazard-targeted (i.e. based on return periods or likelihoods) results. This type of liquefaction assessment is typically called “performance-based,” after the Pacific Earthquake Engineering Research (PEER) Center's performance-based earthquake engineering framework. Unfortunately, performance-based liquefaction assessment is not easily performed and can be difficult for practicing engineers to use on routine projects. Previous research has shown that performance-based methods of liquefaction assessment can be simplified into an approximation procedure. This simplification has successfully been completed for the Cetin et al. (2004) empirical, probabilistic standard penetration test -based liquefaction triggering model. Until now, such a simplification has not been performed for another popular liquefaction triggering model developed by Boulanger and Idriss (2012). As some engineers either wish to use or are required to use the Boulanger and Idriss (2012) model in their liquefaction assessments, there is a need for a simplified performance-based method based on this model to supplement that based on the Cetin et al. (2004) model. This thesis provides the derivation of a simplified performance-based procedure for the assessment of liquefaction triggering using the Boulanger and Idriss (2012) model. A validation study is performed in which 10 cities across the United States are analyzed using both the simplified procedure and the full performance-based procedure. A comparison of the results from these two analyses shows that the simplified procedure provides a reasonable approximation of the full performance-based procedure. This thesis also describes the development of liquefaction loading maps for six states and a spreadsheet that performs the necessary correction calculations for the simplified method.

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