Steady-State Strength, Relative Density, and Fines Content Relationship for Sands

Thevanayagam, S.; Ravishankar, K.; Mohan, Soumya

doi:10.3141/1547-09

Cited by 8 publications

(5 citation statements)

References 11 publications

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“…The lower bound relationship approaches a vertical asymptote at a relative density of approximately 60%. This vertical asymptote of D r ≈ 60% is similar to those suggested by Thevanayagam et al (1996aThevanayagam et al ( , 1996b of approximately 60%-75% for sands with less than 12% fines content. Figure 17 presents a similar plot of relative density and minimum strength ratio for clean sands to silty sands (SP-SM), silty sands (SM), and sandy silts to silts (ML).…”

Section: Fig 14supporting

confidence: 89%

“…Relationships between relative density and liquefied strength ratio for clean sands in laboratory database. Sand names as in Table 1. relations proposed by Thevanayagam et al (1996aThevanayagam et al ( , 1996b. The lower bound relationship for silty sands tested in triaxial compression approaches a vertical asymptote at a relative density of approximately 87%.…”

Section: Fig 14mentioning

confidence: 94%

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Use of laboratory data to confirm yield and liquefied strength ratio concepts

Olson

Stark²

2003

Can. Geotech. J.

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A laboratory database of triaxial compression test results was collected to examine the use of strength ratios for liquefaction analysis. Specifically, the database was used to: (i) validate the yield strength ratio concept (or yield friction angle); (ii) demonstrate the parallelism of the consolidation line and steady state line of many sandy soils; and (iii) validate the liquefied strength ratio concept. The yield strength ratio of contractive sandy soils in triaxial compression ranges from approximately 0.29 to 0.42 (corresponding to yield friction angles of 16°23°), while the yield strength ratio from flow failure case histories (which correspond approximately to direct simple shear conditions) ranges from 0.23 to 0.31 (or yield friction angles of 13°17°). As expected, the yield friction angle is greatest in triaxial compression, smaller in direct simple shear, and likely smallest in triaxial extension. The steady state line and consolidation line of many contractive sandy soils are parallel for a wide range effective stresses, steady state line slopes, fines contents, and grain sizes and shapes that are applicable to many civil engineering structures. As such, the liquefied strength ratio is a constant for many sandy soils deposited in a consistent manner. The liquefied strength ratio is inversely related to state parameter and ranges from approximately 0.02 to 0.22 in laboratory triaxial compression tests. Flow failure case histories fall near the middle of this range.Key words: liquefaction, liquefied shear strength, yield shear strength, collapse surface, steady state line, penetration resistance.

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Section: Fig 14supporting

confidence: 89%

Section: Fig 14mentioning

confidence: 94%

Use of laboratory data to confirm yield and liquefied strength ratio concepts

Olson

Stark²

2003

Can. Geotech. J.

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“…natural sands contain varying amount of fines, whereas the current knowledge of its engineering behavior is primarily based on clean sands [11,12].…”

Section: David Publishingmentioning

confidence: 99%

Effect of Fine Content on the Bearing Capacity of Replaced Sand Gravely Subgrad-Field Test

Siragy¹

2019

JCEA

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The compacted soil replacement procedure has been widely used worldwide for overcoming the unfavorable actions of some problematic soils, such as expansive, collapsing soils and ground fill. Compaction of the replacement soil is necessary for stabilizing such layer for improving its performance. In this study, gravelly-sand soil, which consists of gravel, sand and fines, is widely used as replacement soil in the field. The effect of fines content on possibly achieved density of such soil is experimentally investigated. A series of laboratory compaction and plate loading tests were carried out on the replaced soil at different fine contents of 0, 5, 8, 10, 12 and 15%. The results showed that, the supporting capacity of a replacement soil increases with the increase of its dry density. Therefore, the density of the replacement layer is the major factor controlling its behavior under the effect if external stresses. Compacted sand and gravelly sand are preferred materials when used for soil replacement. They tend to have better engineering properties, if they are placed according to the standard specifications. Another experimental stage of the effect of fines on the bearing capacity of circular footings on gravelly-sand with different percentages of fines was performed. It was found that a fine content of 10% gives the highest dry density, if the soil is compacted according to modified proctor specifications and with the addition of fines, the footing settlement increases and the ultimate bearing carrying capacity decreases.

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“…The factor that controls the behavior of confined silty sands is a matter to be investigated. The natural sands contain varying amount of fines, whereas the current knowledge of its engineering behavior is primarily based on clean sands [11,12].…”

Section: Ge-3mentioning

confidence: 99%

Geotechnical Evaluation of Fines Content Effect in Gravelly Sand Replacement Soil

Nagy

Azzam

2014

The International Conference on Civil and Architecture Engineer

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The compacted soil replacement procedure has been widely used in Egypt for Overcoming the unfavorable actions of some problematic soils, such as expansive, Collapsing soils and ground fill. Compaction of the replacement soil is necessary for stabilizing it and improving its performance. The supporting capacity of a replacement soil increases with the increase of its dry density. Therefore, the density of the replacement layer

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Steady-State Strength, Relative Density, and Fines Content Relationship for Sands

Cited by 8 publications

References 11 publications

Use of laboratory data to confirm yield and liquefied strength ratio concepts

Use of laboratory data to confirm yield and liquefied strength ratio concepts

Effect of Fine Content on the Bearing Capacity of Replaced Sand Gravely Subgrad-Field Test

Geotechnical Evaluation of Fines Content Effect in Gravelly Sand Replacement Soil

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