The small-strain shear modulus, G<sub>max</sub>, is an important parameter in geodynamic problems and for advanced modelling. G<sub>max</sub> is influenced by several factors, which complicates the assessment and interpretation of test results. Due to sample disturbance, values measured in the laboratory may be lower than in the field. The use of G<sub>max</sub> as a measure of sample disturbance has previously been investigated. Different testing methods for determination of G<sub>max</sub> are described in this thesis, with a presentation of advantages and limitations on the basis of literature. Field tests can be performed either from the ground surface or in boreholes. For determination of G<sub>max</sub> in the laboratory, the use of bender elements in conventional test devices, such as the triaxial apparatus, has become a common procedure. With bender elements, several repetitive tests can be performed, and the sample can subsequently be tested for other soil characteristics. The initial part of this study concerned implementation of bender elements in a triaxial apparatus at the NTNU geotechnical laboratory. Subsequently, determination of G<sub>max</sub> by bender element testing was emphasized. Clay samples from three different sites were used, the Stjørdal, Tiller and Esp sites. At the Esp site, a limited field testing program was also performed, using a cross-hole method for determination of in situ G<sub>max</sub>. Laboratory measurements on two samples of Esp clay gave G<sub>max</sub> of 27 MPa and 30 MPa, after long-term consolidation. In situ measurements gave consistent results, with an average G<sub>max</sub> of 47 MPa. Values measured in the laboratory are seen to be about 40 % lower than values measured in the field. However, it should be noted that in the bender element test, the direction of propagation of the s-wave is vertical, while in the cross-hole test, it is horizontal. Consequently, due to anisotropy, a direct comparison may be somewhat erroneous.Factors influencing G<sub>max</sub> are presented on the basis of literature. Void ratio, plasticity index and soil structure are seen to be important factors. G<sub>max</sub> also show a stress dependency, increasing with increasing overburden pressure. Literature regarding G<sub>max</sub> as a measure of sample disturbance is also presented. For evaluation of the development of G<sub>max</sub> with time, long-term consolidation was performed. An evident increase in G<sub>max</sub> with time of consolidation was observed, with a correlation to axial strain. This is assumed to be due to aging effects, bringing the sample closer to its in situ state. Observations also showed a larger increase for 54 mm tube samples than for block samples, indicating some correlation between sample quality and G<sub>max</sub>. Reconsolidation seems to compensate for some effects of disturbance. However, it is suggested that destructuration of the soil is an important factor of sample disturbance which is not eliminated by reconsolidation. Bender element testing of the Esp clay was also performed on a sample of half height (5 cm). The results showed G<sub>max</sub> values about 25 % lower than those of the full-height samples. This indicates the existence of some near-field effects influencing the shear wave velocity close to the elements.Interpretation of cross-hole results revealed some difficulties regarding identification of the shear wave. The equipment should be further developed so that receivers are in direct contact with the soil. Lack of knowledge regarding an assumed complex environment in the triaxial cell, may have been a limitation when interpreting laboratory results. A model of the bender element test in a finite element method program, such as Plaxis, may be of interest for investigation of the actual condition of wave propagation. Further work is also proposed regarding the use of Gmax as a measure on sample disturbance.

De siste årene har det vært økt fokus på forebyggende tiltak mot kvikkleireskred. Her har det dukket opp flere studier på hvordan kvikkleire kan detekteres på en rasjonell og pålitelig måte. I den forbindelse er det ønskelig å utnytte også informasjon fra total sonderingsmotstand målt ved CPTU-sonderinger, for utledning av total stangfriksjon. Den totale stangfriksjonen utledes ved å trekke fra den målte spissmotstanden. Stangfriksjonen kan da relateres til omrørt skjærfasthet og dermed også vurdering av kvikkleireforekomster.En direkte tolkning fra kurvehelning har blitt utviklet i et tolkningsark, basert på tidligere studier. Direkte tolkning av kvikkleireforekomst fra total stangfriksjon kan føre til feiltolking. Det må derfor benyttes manuelle tolkningslinjer i tolkningsarket.Resistivitetsmålinger fra R-CPTU har sammen med andre relevante tolkninger fra CPTU blitt brukt for å skape et bredere bilde av tolkningen. Det er vurdert muligheter for tolkning av sensitivitet fra den total stangfriksjonen, samt sett etter sammenheng mellom total stangfriksjon og akkumulert hylsefriksjon.Vurderinger av sensitivitet fra total stangfriksjon ser ikke ut til å ha noen direkte sammenheng. Det er heller ikke funnet noen direkte sammenheng for total stangfriksjon og akkumulert hylsefriksjon.Det har vært et mål å kunne vurdere påliteligheten av de ulike tolkningsmetodene for kvikkleireforekomst. Generelt har de fleste metodene overestimert forekomsten. Tolkningsmetoden som ga best pålitelighet er spissmotstandstallet Nm.Tolkning av kvikkleireforekomst fra resistivitetsmålinger ga overestimering ved bruk av intervallet 10 – 100 Ωm som definisjon for mulig kvikkleire.