Index and strength properties of clay–gravel mixtures

Stone, Kevin; Kyambadde, B.S.

doi:10.1680/geng.2012.165.1.13

Cited by 22 publications

(7 citation statements)

References 16 publications

Supporting

Mentioning

Contrasting

Unclassified

Order By: Relevance

“…The threshold value for the soil mixture to reach this condition depends on the specific mixture, but is usually in the range of 25-45% fines in most cases [8,10,11,15,17,18]. Similar influencing behavior of clay in the soil mixtures containing coarse particles mixed with clay in varying proportions has been reported by other researchers [19][20][21][22][23]. Prakasha and Chandrasekaran [8] reported that inclusion of sand grains in a clay matrix leads to an increase in pore pressure resulting in a decrease in undrained shear strength.…”

Section: Resultssupporting

confidence: 56%

Influence of gradation and proportion of sand on stress–strain behavior of clay–sand mixtures

Nagaraj¹

2016

Geo-Engineering

View full text Add to dashboard Cite

Section: Resultssupporting

confidence: 56%

Influence of gradation and proportion of sand on stress–strain behavior of clay–sand mixtures

Nagaraj¹

2016

Geo-Engineering

View full text Add to dashboard Cite

“…using the 80 g 30°cone in accordance with BSI (1990a)), the plastic strength limit PL 100 (Haigh et al, 2013;Kyambadde and Stone, 2012;Sivakumar et al, 2015) and the undrained shear strength of intact and remoulded clay for different water contents within the plastic range (e.g. using the 80 g 30°(BSI, 1990a), 100 g 30°or 400 g 30°cones (Geonor, 2015)) and to determine sensitivity (i.e.…”

Section: Fall Cone Approachesmentioning

confidence: 99%

Geotechnics of municipal sludges and residues for landfilling

O’Kelly

2016

Geotechnical Research

View full text Add to dashboard Cite

This paper presents a comprehensive review of reported field and laboratory investigations and theoretical work concerning the geotechnical behaviour/properties of water treatment residue (WTR), biosolids and sewage sludge materials, which are by-products of municipal water and wastewater treatment processes. After describing the backgrounds to the generation of these materials and various disposal options (with a focus on landfilling), including associated geotechnical issues, their physical, geotechnical index, compaction, undrained strength and effective-stress strength properties are described, including the effects of oxidation, biodegradation and viscous gellike pore fluid for biosolids/sewage sludge material. Characteristic compressibility, consolidation and permeability behaviour/properties are also presented for these materials and linked with microstructure and the chemicals added during the treatment processes. The paper then focuses on various geotechnical issues pertinent to landfill (monofill) disposal of these materials, including undrained strength requirements, design strength, on-site and laboratory strength measurements and water content-strength correlations. Since such correlations are material specific, with the geotechnical properties of biosolids, sewage sludge and WTR materials varying between water/wastewater treatment plants, they cannot be applied more widely with confidence. Alternative approaches to predicting undrained strength are described, including a power-law strength relationship with water content, which can be applied more generally. , 2008a). The type and amount of chemicals added depends on the nature of the source water, but primarily on its turbidity and hardness. The coagulants cause the colloidal particles present to aggregate into flocs (with the polyelectrolyte also acting as a binding agent to increase their inherent shear strength) that are more readily separated out by settling processes, removing not only the impurities but also the chemical additives. NotationThe residue so formed is categorised as aluminium sulfate (alum) or iron WTR material depending on the coagulant salt, with the former being the most widely used coagulant in the water treatment industry. Lime-softening sludge, composed of typically 80-95 wt% calcite (Raghu and Hsieh, 1986), is the result of softening hard water before its distribution as drinking water.Biosolids and sewage sludge materials are highly organic residue by-products of municipal waste water treatment, with the organic fraction originating principally from human faeces (primary sludge) and bacterial biomass (secondary sludge) and the inorganic fraction derived from materials such as soil, sediment and inorganic residuals (Haynes et al., 2009). According to the US Environmental Protection Agency (EPA) (2015), sewage sludge refers to the solids separated out during the treatment processes, whereas biosolids refers to treated sewage sludge material that meets regulatory pollutant-and pathogen-control requirements for land applica...

show abstract

“…With criteria set out in terms of the cone characteristics and d LL magnitude, various FC approaches can be used to determine, usually by extrapolation of FC data (e.g., [66]), the lower water content for a set multiple of the undrained shear strength mobilized at the LL FC water content. Based on the assumption of Schofield and Wroth [67], a strength gain factor (R) of 100 is typically adopted, thereby defining a new parameter termed PL 100 [10,41,58,60,61,64,[68][69][70]; i.e., the PSL parameter, as coined by Haigh et al [10]. Importantly, unlike the PL HR , the PSL does not define a transition between one consistency state and another, and its strength-based definition fundamentally contradicts the original understanding of Atterberg's consistency limits; that is, the LL and PL HR are two independent parameters, not related at all [19].…”

Section: Definition Of the 'Plastic Strength Limit' Pl 100mentioning

confidence: 99%

Review of Recent Developments and Understanding of Atterberg Limits Determinations

O’Kelly

2021

Geotechnics

View full text Add to dashboard Cite

Among the most commonly specified tests in the geotechnical engineering industry, the liquid limit and plastic limit tests are principally used for (i) deducing useful design parameter values from existing correlations with these consistency limits and (ii) for classifying fine-grained soils, typically employing the Casagrande-style plasticity chart. This updated state-of-the-art review paper gives a comprehensive presentation of salient latest research and understanding of soil consistency limits determinations/measurement, elaborating concisely on the many standardized and proposed experimental testing approaches, their various fundamental aspects and possibly pitfalls, as well as some very recent alternative proposals for consistency limits determinations. Specific attention is given to fall cone testing methods advocated (but totally unsuitable) for plastic limit determination; that is, the water content at the plastic–brittle transition point, as defined using the hand rolling of threads method. A framework (utilizing strength-based fall cone-derived parameters) appropriate for correlating shear strength variation with water content over the conventional plastic range is presented. This paper then describes two new fine-grained soil classification system advancements (charts) that do not rely on the thread-rolling plastic limit test, known to have high operator variability, and concludes by discussing alternative and emerging proposals for consistency limits determinations and fine-grained soil classification.

show abstract

Index and strength properties of clay–gravel mixtures

Cited by 22 publications

References 16 publications

Influence of gradation and proportion of sand on stress–strain behavior of clay–sand mixtures

Influence of gradation and proportion of sand on stress–strain behavior of clay–sand mixtures

Geotechnics of municipal sludges and residues for landfilling

Review of Recent Developments and Understanding of Atterberg Limits Determinations

Contact Info

Product

Resources

About