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A Study of the Correlation Between Soil-Rock Sounding and Column Penetration Test Data

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A Study of the Correlation Between Soil-Rock Sounding and Column Penetration Test Data A study of the correlation between soil-rock sounding and column penetration test data Johan Fransson Master of Science Thesis 11/04 Division of Soil and Rock Mechanics Department of Civil Architecture and the Built Environment Stockholm 2011 © Johan Fransson 2011 Master of Science Thesis 11/04 Division of Soil and Rock Mechanics Royal Institute of Technology (KTH) ISSN 1652-599X Preface This is the final thesis for my master degree as a civil engineer at the Royal Institute of Technology, Stockholm, Sweden. The idea for this thesis came from my supervisor Professor Stefan Larsson who has many years experience working with lime-cement columns both in his profession and at an academicals level. I worked closely with D. tech student Niclas Bergman, who helped me with general input, knowledge and his time. The thesis would never have been finished without the help from lecturer Pär Näsman at the Royal Institute of Technology, who helped with the statistical aspects of this thesis, geotechnical engineer Gunnar Nilsson at NCC Teknik, who gave me some useful input about the total sounding method and its use with lime-cement columns, Anders Lundman at LCM, who not only helped with some well needed field trips but found one further test site to sound, field geotechnical engineers Hans-Ola and Ingemar Engström at Tyréns, conducted most of the soundings and came with great ideas and lastly my closest family, namely Thord, Inger, Shana and Emmin gave me moral support and help with some language aspects. Johan Fransson, Stockholm 2011. Abstract Lime-cement columns have been used in Sweden to improve poor soil conditions since the 1970’s. The method is inexpensive and flexible, but is difficult to test since the columns are manufactured in-situ . Many test-methods have been developed for testing the column strength during the years. Most of them need to be evaluated using an empirical correction-factor known as the cone factor. The column penetration test, KPS , is the most commonly used method in Sweden, it is considered to be reliable since a large part of the column cross-section is tested. The problem is that the probe easily deviates out of the column to the softer surrounding soil. Today a pre-drilled guiding-hole, a soil-rock sounding, helps the probe to stay vertical. Although the soil-rock sounding is commonly not used for evaluation of column strength, the penetration resistance is recorded. A visual comparison between the plotted penetration resistances from the two methods shows similarities in both hard and soft areas of the columns. The relation can be measured using statistics, such as the correlation coefficient. A strong correlation was also found, suggesting that a similar equation used to evaluate the undrained shear strength from the column penetration tests can be applied with the data from the soil- rock soundings. The statically pushed column penetration test probe and the rotated soil-rock sounding bit bore are likely to cause different failure modes in the column. This means that different empirical cone factors are needed when the undrained shear strength is evaluated. By evaluating the ratio between the cone factors of the column penetration test and the data from the soil-rock soundings from three sites, E-road E18 north of Stockholm, E-road E45 outside Gothenburg and at a construction site at Lidingö, the following aspects of the ratio was investigated: if the ratio was site-specific; the sensitivity to the binder content; the sleeve friction and; the sensitivity to rotational speed and rate of penetration. Average columns formed from the penetration resistance at depth from each site were used during the evaluations. The Swedish geotechnical society has standardised two methodologies that can be used for pre-drilling. The soil-rock sounding methodology which has no fixed rate of penetration or rotational speed, and the total sounding methodology, based on the Norwegian total sounding methodology which has fixed rate of penetration and rotational speed. The latter is to prefer when comparing results between sites. To remove the sleeve friction, the data from the soil-rock soundings needed to be de-trended. The amount of de-trending needed to find a constant cone factor varied at the sites between 0.5 kN/m and 1.0 kN/m. This however caused high interference, partly from scaling the variation. The cone factor for the total sounding methodology was found to be between 0.30- 0.45 times the cone factor for the column penetration test. Sammanfattning Kalkcementpelare har använts i Sverige för att förstärka dåliga markförhållanden sedan 1970- talet. Metoden är billig och flexibel, men skapar sämre möjligheter för kontroll eftersom pelarna skapas in-situ . Många olika testmetoder har utvecklats för att kontrollera pelarnas hållfasthet under åren, men gemensamt för de flesta är att de måste utvärderas med en empirisk korrektionsfaktor kallad bärighetsfaktorn. Kalkpelarsonden, KPS , är den vanligaste metoden i Sverige. Den anses tillförlitlig eftersom den provar en stor area av pelaren. Problemet är att den lätt styr ur pelaren till den kringliggande jorden som är betydligt lösare. Idag förborras ofta sonderna med jord-bergsondering för att de inte ska styra ut. Trots att Jb- sonderingen idag inte används för att utvärdera KC-pelare registreras sonderingsmotståndet. En visuell jämförelse mellan det plottade sonderingsmotståndet från KPS:en och dess förborrning visar tydliga likheter vad gällande hårda och mjuka partier i pelarna. Likheten kan jämföras statistiskt med hjälp av korrelationskoefficienten. En stark korrelation hittades, vilket tyder på att en liknande ekvation som används för att utvärdera hållfastheten från KPS:en kan appliceras på data från Jb-sonderingen. Den fysiska skillnaden mellan metoderna där KPS:en trycks statiskt och jord-bergsonderingens borrstål roterar betyder troligen att olika brottsmoder inträffar i pelaren. Detta i sin tur betyder att den empiriska bärighetsfaktorn som används då pelarnas odränerade skjuvhållfasthet utvärderas sannolikt är skilda från varandra. Genom att utvärdera förhållandet mellan KPS:ens och Jb-sonderingens bärighetsfaktorer från tre olika platser, E18 vid Stockholm, E45 utanför Göteborg samt ett bostadsområde på Lidingö, kunde följande aspekter på förhållandet undersökas: hur platsspecifikt det var, känsligheten till bindemedelsmängd, påverkan av mantelfriktion samt rotationshastighet och sjunkhastighet vid borrandet. Då bäst korrelation mellan metoderna fanns när medelpelare skapades från penetrationsmotståndet över djupet användes dessa vid utvärderingen.. SGF har två standarder som används vid förborrning. Jb-sondering som saknar fast sjunkhastighet och rotationshastighet, samt totalsonderingen, baserad på den norska totalsonderingen, som har fast sjunkhastighet och rotationshastighet. Den sistnämnda är att föredra när data ska jämföras mellan olika platser. För att kompensera för mantelfriktion måste sonderingsmotståndet från förborrningen avtrendas. Mellan 0,5 kN/m och 1,0 kN/m behövde avtrendas för att få ett konstant förhållande mellan bärighetsfaktorerna för Jb-totalsonderingen och KPS:en, detta skapade dock stora störningar, bland annat eftersom variationen förstorades upp. Bärighetsfaktorn för Jb-totalsonderingen var mellan 0,30–0,45 gånger bärighetsfaktorn för KPS:en. Contents Introduction ............................................................................................................................ 11 Lime-cement columns ............................................................................................................ 13 Production ............................................................................................................................ 13 Testing methods ................................................................................................................... 14 Column penetration test and pre-drilled column penetration test (KPS) ......................... 15 Cone penetration test (CPT)............................................................................................. 16 The total sounding method (Jb-total sondering) .............................................................. 17 Test sites .................................................................................................................................. 19 E-road E18............................................................................................................................ 19 Residential area at Lidingö, Stockholm ............................................................................... 20 E-road E45............................................................................................................................ 21 Methods................................................................................................................................... 23 Statistical analysis ................................................................................................................ 23 Coefficient of variation .................................................................................................... 23 Correlation and correlation coefficient ............................................................................ 24 Null hypotheses ................................................................................................................ 25 Hypothesis: the population correlation coefficient is zero........................................... 25 Confidence intervals for
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