By T.S. Tan, K.K. Phoon, D.W. Hight, S. Leroueil
Following on from the 1st volumes, released in 2002, volumes three and four of Characterisation and Engineering homes of common Soils evaluation laboratory trying out, in-situ trying out, and techniques of characterising traditional soil variability, illustrated by way of real website facts. much less well-documented soil forms are highlighted and many of the papers bear in mind position and distribution, engineering geology, composition, kingdom and index houses, constitution and engineering homes. additionally taken care of is the standard and reliability of information almost about equipment of sampling and trying out, and its relevance to engineering problems. those volumes can be worthwhile to consulting engineers, geotechnical engineering lecturers and researchers, and civil engineers and soil scientists.
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Extra resources for Characterisation and Engineering Properties of Natural Soils (Volumes 3-4)
Most of the stand-alone programs have also been developed mainly for foundation analysis and are not available to structural engineers. To account for some of the drawbacks of the BNWF approach, coupled BNWF models have recently been developed. The accuracy of these models has however been noted to depend largely on the accurate modeling of the cyclic normal force-displacement response [3, 20]. The objective of a current study is therefore to develop a generic dynamic normal force-displacement BNWF model, which can be used for modeling different foundation and soil types under different loading conditions.
4). Initially, the combined stiffness of the two springs is controlled by the loose soil, and this experiences most of the deformation and densifies. As the stiffness of the loose soil increases, it becomes comparable to the original soil, and should in theory follow curve A. This is, however, not the case and it rather follows curve B. This is due to the compressed loose soil under a similar confining pressure to that of the original soil occupying a finite volume of the gap formed. More soil cave-in, therefore, results in a larger shift of the curve, and this has been noted in experiments [7, 13].
5g) 1st cycle 5th Col 4cycle vs Col 3 Col 6 vs Col 5 20th cycle 100 Soil Reaction - P (kN/m) Soil Reaction - P (kN/m) a) recompression of caved-in soil. However, for medium dense to dense saturated sands, the strain-hardening response can result in a marked increase in the strength of the p-y curve. This is due to dilatancy effects, which result in the soil response passing through the phase transformation point [31, 37]; iv) the p-y curves are observed to harden or degrade with increasing number of loading cycles.