Corrected Field Vane Strength for Embankment Design

Azzouz, Amr S.; Baligh, Mohsen M.; Ladd, Charles C.

doi:10.1061/(asce)0733-9410(1983)109:5(730)

Cited by 52 publications

(17 citation statements)

References 6 publications

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“…Kolejne propozycje, autorstwa Bjerrum'a [2,3] oraz Azzuoz'a i in. [1], opracowane zostały dla nieskonsolidowanych, mało plastycznych iłów, wykorzystując do korygowania znajomość wskaźnika plastyczności. W polskiej normie do badań polowych [20] zamieszczono inne rozwiązanie Bierrum'a [8], które pozwala na określenie współczyn-nika korekcyjnego zarówno na podstawie wskaźnika plastyczności, jaki i granicy płynności.…”

Section: Metody Określania Współczynnika Poprawkowegounclassified

Ocena Wytrzymałości Na Ścinanie Bez Odpływu Wybranego Gruntu Organicznego Na Podstawie Badań Sondą FVT

Straż¹

2017

ZNPRzBiS

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W niniejszym opracowaniu zaprezentowano procedury badań i wyznaczanie wytrzymałości na ścinanie w warunkach bez odpływu dla wybranego gruntu organicznego zalegającego na terenie Rzeszowa. Wykorzystano w tym celu wyniki badań przeprowadzonych za pomocą sondy obrotowej FVT warunkach "in situ" oraz laboratoryjnych. Analiza wyników wykazała, że wartości wytrzymałości na ścinanie wyprowadzone bezpośrednio z pomiarów oporu podczas ścinania gruntu organicznego są zawyżone w odniesieniu do rezultatów alternatywnych badań laboratoryjnych. Dokonano przeglądu literatury i przeanalizowano problematykę związaną z koniecznością korygowania otrzymanych wyników do celów projektowania geotechnicznego za pomocą współczynnika poprawkowego µ. Przedstawiono własną propozycję wartości współczynnika poprawkowego, właściwą wyłącznie dla badanego gruntu organicznego. Skorygowaną wartość wytrzymałości na ścinanie w warunkach bez odpływu porównano z alternatywnymi propozycjami innych badaczy.Słowa kluczowe: grunty organiczne, wytrzymałość w warunkach bez odpływu, sonda FVT

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Section: Metody Określania Współczynnika Poprawkowegounclassified

Ocena Wytrzymałości Na Ścinanie Bez Odpływu Wybranego Gruntu Organicznego Na Podstawie Badań Sondą FVT

Straż¹

2017

ZNPRzBiS

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“…Ideally, the results from full-scale field tests and failures are used as references (e.g. Schwab, 1976;Larsson, 1980;Azzouz et al, 1983), but this is not usually possible and, in most cases, the correction must be based on results from reference tests in the laboratory. The results from triaxial tests and DSSs have been considered to be reliable and relevant (e.g.…”

Section: Historical Backgroundmentioning

confidence: 99%

Evaluation of undrained shear strength of Swedish fine-grained sulphide soils

Westerberg

Müller

Larsson

2015

Engineering Geology

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In Swedish practice, there is a long tradition of evaluating undrained shear strength from fall-cone tests and field vane tests. During the last 20 years cone penetration tests have also become widely used. However, the results from all these test methods have to be evaluated using empirical factors. The factors generally used for Swedish clays are related to liquid limit and overconsolidation, but they are not applicable to all types of fine-grained soils and can often be improved by local calibration for the particular type of soil in the area of current interest. For this calibration, the results of direct simple shear tests and/or triaxial tests in the laboratory are normally used. This paper presents an evaluation for Swedish fine-grained sulphide soils, for which a general correction factor of 0.65 for field vane tests and fall-cone tests, a cone factor N kt of 20.2 for cone penetration tests and a relation c u,DSS /(σ′ c OCR −0.2 ) of 0.28 have been found. No correlations were found between these empirical factors and the clay content, liquid limit or organic content, but a relationship was found between the overconsolidation ratio and both the cone penetration test and the field vane test. The sulphide soils in question are found in northern Sweden along the coast of the Gulf of Bothnia. They are mostly classified as organic silt or organic clay, which is normally silty.

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“…The scatter in part is related to differences in equipment and procedures used for determining the vane strength and plasticity index. The scatter is also related to the influence on the computed factor of safety of ignoring the three-dimensional end effects of the surface of sliding (Azzouz et al 1981(Azzouz et al , 1983) and of the difference in strengths mobilized within the embankment and in the crust on the underlying foundation soil (Lefebvre et al 1988). As pointed out Ladd and Foott (1974), it is assumed that the discrepancy in measured values is primarily due to the strain rate effect, and then it was concluded that the strain rate effect on s u is greater the higher the I p value, as shown in Figure 9.…”

Section: Bjerrum's Morris and Williams' Correction Factormentioning

confidence: 99%

Applicability to Korean Marine Clay of the Mobilized Undrained Vane Shear Strength Using Correction Factors

Kim

Matsuda

Jeong

et al. 2014

Marine Georesources & Geotechnology

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The undrained shear strength normalized by the yield consolidation pressure, su=pc', is presented for four coastal sites: Busan= Gwangyang and Incheon=Gunsan, having the characteristics of high and low plasticity, respectively. The field vane shear strengths, su(FVT), were compared with unconfined compressive strength, qu=2 which has been used as a representative testing method in Korea. Many researchers have suggested that the undrained shear strength normalized by the yield consolidation pressure, su=pc', depends on Ip. However, the undrained shear strength normalized by the yield consolidation pressure, su=pc' is in the range of 0.25-0.35, independently of the plasticity index, Ip except for su=pc' using qu=2 values in the case of soils having a low plasticity, such as Incheon and Gunsan intermediate soils.Bjerrum's correction factor has been commonly applied to evaluate mobilized undrained shear strength using the field vane test in Korea. However, the corrected undrained shear strengths using Bjerrum's correction factor, including Morris and Williams' method, were considerably underestimated for Korean marine clay when compared with the qu=2 values that have been used as the mobilized undrained shear strength for practical design in Korea.

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Corrected Field Vane Strength for Embankment Design

Cited by 52 publications

References 6 publications

Ocena Wytrzymałości Na Ścinanie Bez Odpływu Wybranego Gruntu Organicznego Na Podstawie Badań Sondą FVT

Ocena Wytrzymałości Na Ścinanie Bez Odpływu Wybranego Gruntu Organicznego Na Podstawie Badań Sondą FVT

Evaluation of undrained shear strength of Swedish fine-grained sulphide soils

Applicability to Korean Marine Clay of the Mobilized Undrained Vane Shear Strength Using Correction Factors

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