By N. Simons, B. Menzies, M. Matthews
A brief path in geotechnical website research is the 3rd quantity within the well known and authoritative 'Short path' sequence. This booklet specializes in the basic ideas of geotechnical web site research - particularly the making plans of the research. This vital e-book is illustrated all through with 23 case reports, seven of that are particular examples of most sensible perform. a few facets of soil mechanics are defined utilizing 'hand written' brief direction Notes.
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Additional resources for A Short Course in Geotechnical Site Investigation
Approximately 60 movement points were established by grouting BRS levelling stations into the masonry of the surrounding buildings. Changes in the verticality of the Clock Tower were measured using a Hilger and Watts 'Autoplumb' and readings were taken every day during the construction period. The horizontal deflections of the diaphragm walls were measured by inclinometers using the Soil Instruments Ltd Mk II version. The heave at various depths was measured using two magnet extensometers. Pore water pressures were observed using a number of standpipes and pneumatic piezometers chosen for their rapid response time.
Fo- h ~ 0 \ 1\ 1-0. < ~ ~~ ~ V J &. P v} " &\ 8 10 waterg~ 10-0 10 20 30 ~c EJ'l £8 % 12 7 4 7 3 7 5 v 8 10 vi 10 () 4 5 3 4 4 4 4 4 5 5 5 5 5 6 5 4 6 6 \~~ x, I ) .... ~ ,,- ,( Fu ~ Z Z ~ "»z I c I ! 0-04 c n o z n m "U } Late glacial deposit ~l) ~ m ;;0 Key ~ 0-31 ~ I » ,r-Cc p'o ~l X \ ",'" \~ 6 6 5 4 4 5 0-90 ) x 14 BEDROCK-13'O m o Salt content in the pore- Ground surface ·0·80 layers ~ 1-6 80 Q!. ~ Bulk density Um 3 Water content % Post glacial deposit = Water content Wl = Liquid limit Wp = Plastic limit P'a ::; Effective vertical pressure 5 = Sample tested W + v Vane boring Cone test " Unconfined compression test o 15+5 x Compression index Cc o Preconsolidation pressure from oedometer tests (P'c) Deformation at failure in % 10 G Fig.
Average values of the index properties of the London Clay within the depth involved in the slides are: natural water content 33%, liquid limit 95%, plastic limit 30%, clay fraction 52%. Five possible slip surfaces were analysed for Slide I (see Fig. 21) and of these the three most critical all showed the actual strength of the London Clay mobilized during the failure to be only 56% (±2%) of the average strength measured in the laboratory. For Slide II the ratio was 52%. In other words, the calculated factors of safety were about 1·8 and 1·9 respectively for the two slides.