{"id":25846,"date":"2019-05-05T18:06:51","date_gmt":"2019-05-05T16:06:51","guid":{"rendered":"https:\/\/www.geostru.eu\/es\/spt-convertion-to-n60-and-n160\/"},"modified":"2019-05-10T11:09:24","modified_gmt":"2019-05-10T09:09:24","slug":"spt-conversion-to-n60-and-n160","status":"publish","type":"post","link":"https:\/\/www.geostru.eu\/es\/blog\/2019\/05\/05\/spt-conversion-to-n60-and-n160\/","title":{"rendered":"SPT conversion to N60 and N1,60"},"content":{"rendered":"

SPT conversion to N60 and N1,60<\/h2>\n

The most recent empirical correlations of NSPT, relative density and angle of shearing resistance of granular soils are calculated using the penetration resistance in terms of N60 (NSPT=N60 according to Cestari, 1996) or of N1,60, normalized value at a geostatic vertical pressure of 1 bar by applying the coefficient CN (Liao and Withman 1986).<\/p>\n

N60=NSPT*CE<\/p>\n

N60: Value of corrected NSPT for an efficiency of 60% (according to<\/strong> Cestari N60=NSPT<\/strong>)<\/p>\n

CE=ER\/60<\/p>\n

The energies of the different systems vary from 45% to 98%<\/p>\n

N1,60= NSPT*CE*CN*CR*CB*CS<\/p>\n

CN=(Pa\/\u03c3\u2019v)^1\/2 Liao and Withman ( 1986)<\/a><\/p>\n

pa=atmospheric pressure = 98.1<\/p>\n

CN=2\/(1+\u03c3’v\/100) \u00a0 Skempton (1986) Fine sands<\/p>\n

CN=3\/(2+\u03c3’v\/100) \u00a0Skempton (1986) Coarse sands<\/p>\n

Normalization at an effective stress of 100 Kpa<\/p>\n

CN: \u00a0\u00a0\u00a0\u00a0 Overburden correction factor
\nCE: \u00a0\u00a0\u00a0\u00a0\u00a0 Energy correction factor
\nCR: \u00a0\u00a0\u00a0\u00a0\u00a0 Rod length correction factor
\nCB: \u00a0\u00a0\u00a0\u00a0\u00a0 Bore-hole diameter correction factor
\nCS: \u00a0\u00a0\u00a0\u00a0\u00a0 Liner correction factor
\nER: \u00a0\u00a0\u00a0\u00a0\u00a0 Hammer energy transfer ratio according to ASTM D-4633-86<\/p>\n

CN in practical application cannot exceed 2 and preferably not exceed 1.5. The correction of CN is applied only for the computation of relative density and angle of shearing resistance, and is not applied to the computation of the undrained parameters and deformation parameters.<\/p>\n

RELATIVE DENSITY<\/strong><\/p>\n

Dr=(N1,60\/A)1\/2\u00a0\u00a0\u00a0\u00a0\u00a0 Skempton (1986)<\/em><\/p>\n

A: variable constant between 55-65 from fine sands to coarse sands.<\/p>\n

The parameter A is expressed according to Cubrinowski <\/em>and<\/em> Ishihara (1999-2000)<\/em> as a function of the difference between the maximum and minimum void ratio.<\/p>\n

A=9\/(emax-emin)1.7<\/p>\n

The variation fields of (emax-emin) are taken from Das et al. (2012) for clean sands and silty sands, while for gravel reference can be made to data reported by Jamiokowakj <\/em>and<\/em> Lo Presti (2003)<\/em><\/p>\n

emax-emin=0.19-0.29<\/p>\n

ER<\/strong><\/p>\n\n\n\n\n\n\n\n\n
Country<\/th>\nHammer<\/th>\nRelease<\/th>\nERr<\/sub>\u00a0(%)<\/th>\nERr<\/sub>\/60<\/th>\n<\/tr>\n
North and South America<\/td>\nDonut
\nSafety
\nAutomatic<\/td>\n		2 turns of rope
\n2 turns of rope
\nTrip<\/td>\n		45
\n55
\n55 to 83<\/td>\n		0.75
\n0.92
\n0.92 to 1.38<\/td>\n<\/tr>\n
Japan<\/td>\nDonut
\nDonut<\/td>\n		2 turns of rope
\nAuto-trigger<\/td>\n		65
\n78<\/td>\n		1.08
\n1.3<\/td>\n<\/tr>\n
China<\/td>\nDonut
\nAutomatic<\/td>\n		2 turns of rope
\nTrip<\/td>\n		50
\n60<\/td>\n		0.83
\n1.0<\/td>\n<\/tr>\n
U.K.<\/td>\nSafety
\nAutomatic<\/td>\n		2 turns of rope
\nTrip<\/td>\n		50
\n60<\/td>\n		0.83
\n1.0<\/td>\n<\/tr>\n
Italy<\/strong><\/td>\nDonut<\/strong><\/td>\nTrip<\/strong><\/td>\n65<\/strong><\/td>\n1.08<\/strong><\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

 <\/p>\n

CR<\/strong><\/p>\n\n\n\n\n\n\n\n\n
Rod Length<\/th>\nCorrection Factor Value<\/th>\n<\/tr>\n
m<\/th>\nft<\/th>\n<\/tr>\n
> 10<\/td>\n> 33<\/td>\n1.0<\/td>\n<\/tr>\n
6 \u2013 10<\/td>\n20 \u2013 33<\/td>\n0.95<\/td>\n<\/tr>\n
4 \u2013 6<\/td>\n13 \u2013 20<\/td>\n0.85<\/td>\n<\/tr>\n
3 \u2013 4<\/td>\n10 \u2013 13<\/td>\n0.70<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

 <\/p>\n

CB<\/strong><\/p>\n\n\n\n\n\n\n\n
Borehole Diameter<\/th>\nCorrection Factor Value<\/th>\n<\/tr>\n
mm<\/th>\ninches<\/th>\n<\/tr>\n
65 \u2013 115<\/td>\n2.6<\/td>\n1.0<\/td>\n<\/tr>\n
150<\/td>\n5.9<\/td>\n1.05<\/td>\n<\/tr>\n
200<\/td>\n7.9<\/td>\n1.15<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

 <\/p>\n

CN in practical application cannot exceed 2 and preferably not exceed 1.5. The correction of CN is applied only for the computation of relative density and angle of shearing resistance, and is not applied to the computation of the undrained parameters and deformation parameters.<\/p><\/blockquote>\n


\nANGLE OF SHEARING RESISTANCE<\/strong><\/p>\n

The most used correlations in the last years, as reported NCHRP (2010) are:<\/p>\n

\u03c6\u2019=54-27.6034*exp(-0.014*N1,60) \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 Kulhawy & Mayne (1990)
\n\u03c6\u2019=(20*N1,60)0.5+20 \u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0 [for N1,60=3.5-30]\u00a0 Hutanaka & Uchida (196)
\n\u03c6\u2019=27.1+0.3*N1,60-0.00053*N1,602 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 Wolff (1989)
\n\u03c6\u2019=(15.4*N1,60)0.5+20\u00a0 \u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0\u00a0 Mayne et al. (2001)
\n\u03c6\u2019=(15*N1,60)0.5+15 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 \u00a0 [for N1,60>5 j<45]\u00a0 JRA (1996)<\/p>\n

 <\/p>\n

Recently Brown <\/em>and<\/em> Hettirachchi (2008)<\/em> <\/a>use more precautionary values for the angle of shearing resistance compared with the previous ones that can be assimilated approximately to the constant volume friction angle that is to the shearing resistance in critical conditions in correspondence of which further deformations occur without volume variation:<\/p>\n

\u03c6\u2019=0.3818*tan-1(0.25*N60*Pa\/\u03c3’v)<\/p>\n

 <\/p>\n

Dynamic penetration tests \u2013 Dynamic Probing<\/a><\/h1>\n

 <\/p>\n

 <\/p>\n","protected":false},"excerpt":{"rendered":"

SPT conversion to N60 and N1,60 The most recent empirical correlations of NSPT, relative density and angle of shearing resistance of granular soils are calculated using the penetration resistance in terms of N60 (NSPT=N60 according to Cestari, 1996) or of N1,60, normalized value at a geostatic vertical pressure of 1 bar by applying the coefficient…<\/p>\n","protected":false},"author":216,"featured_media":25503,"comment_status":"closed","ping_status":"closed","sticky":false,"template":"","format":"standard","meta":{"footnotes":""},"categories":[584,581,583,227,608,640],"tags":[655,656,657,658],"class_list":["post-25846","post","type-post","status-publish","format-standard","has-post-thumbnail","hentry","category-articulos-publicaciones-geotecnica","category-articulos-ingenieria-civil","category-articulos-para-la-geologia","category-general","category-news-es","category-pubblicazioni-es","tag-60-es","tag-dinamic-penetration-tests-es","tag-dynamic-probing-es","tag-spt-conversion-to-n60-and-n1-es","category-584","category-581","category-583","category-227","category-608","category-640","description-off"],"yoast_head":"\nSPT conversion to N60 and N1,60<\/title>\n<meta name=\"description\" content=\"SPT conversion to N60 and N1,60. 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He graduated in civil engineering at the University of Calabria (UNICAL) with a thesis entitled \"Programma di calcolo per l\u2019analisi della stabilit\u00e0 dei pendii con metodi numerici avanzati\u201d (Calculation program for the analysis of slope stability with advanced numerical methods). From 1996-1999 he worked as an analyst and software developer specialized in algorithms and development in the main programming languages: pascal, vb, fortran, visual c ++ and in the web full stack developer. In 1999 he founded Geostru, the well-known international software company, for which he produced hundreds of software and sophisticated analysis algorithms. Maturing experience in: advanced mathematical models 2D \/ 3D and graphics programming with OpenGL and DirectX. Between 2000-2014 he was co-supervisor of numerous degree theses and author of technical articles published by Ingenium Edizioni. Between 2014-2019 he published articles in international technical journals and coordinated important university research projects. Since 2014 he is a member of: AGI, ISRM, ISSMGE, AGI-IGS and certificate of AGS (Association of Geotechnical & Geoenvironmental Specialists). Since 2016 he works as analyst, software developer, consultant for insourcing (SC ENGSOFT) and outsourcig activities for important international companies, in the European Silicon Valley, Cluj Napoca.","sameAs":["http:\/\/www.geostru.eu"],"url":"https:\/\/www.geostru.eu\/es\/blog\/author\/filippo-catanzariti\/"}]}},"_links":{"self":[{"href":"https:\/\/www.geostru.eu\/es\/wp-json\/wp\/v2\/posts\/25846"}],"collection":[{"href":"https:\/\/www.geostru.eu\/es\/wp-json\/wp\/v2\/posts"}],"about":[{"href":"https:\/\/www.geostru.eu\/es\/wp-json\/wp\/v2\/types\/post"}],"author":[{"embeddable":true,"href":"https:\/\/www.geostru.eu\/es\/wp-json\/wp\/v2\/users\/216"}],"replies":[{"embeddable":true,"href":"https:\/\/www.geostru.eu\/es\/wp-json\/wp\/v2\/comments?post=25846"}],"version-history":[{"count":0,"href":"https:\/\/www.geostru.eu\/es\/wp-json\/wp\/v2\/posts\/25846\/revisions"}],"wp:featuredmedia":[{"embeddable":true,"href":"https:\/\/www.geostru.eu\/es\/wp-json\/wp\/v2\/media\/25503"}],"wp:attachment":[{"href":"https:\/\/www.geostru.eu\/es\/wp-json\/wp\/v2\/media?parent=25846"}],"wp:term":[{"taxonomy":"category","embeddable":true,"href":"https:\/\/www.geostru.eu\/es\/wp-json\/wp\/v2\/categories?post=25846"},{"taxonomy":"post_tag","embeddable":true,"href":"https:\/\/www.geostru.eu\/es\/wp-json\/wp\/v2\/tags?post=25846"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}