Strain-based assessment of liquefaction and seismic settlement of saturated sand

Hazirbaba, Kenan; Omarow, Maksat

doi:10.1080/23311916.2019.1573788

Cited by 12 publications

(4 citation statements)

References 12 publications

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“…In addition, from cyclic direct simple shear tests, it was found that threshold strain to generate pore pressure in silty sands increases with the increase in fine content [14]. The liquefaction susceptibility of medium dense sand through experimental (strain controlled cyclic triaxial tests) and numerical (Proshake) studies were investigated recently by Hazirbaba and Omarow [15]. The reduction in excess pore pressure development and liquefaction susceptibility in soil was noticed from the centrifuge tests conducted by reducing the degree of saturation of the soil sample [16].…”

Section: Introductionmentioning

confidence: 99%

Experimental Investigation on Dynamic Characterization of Equi-Proportionate Silt–Sand Range Pond Ash at High Strain

Reddy

Mohanty

Rehana

2020

Int. J. of Geosynth. and Ground Eng.

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In the present study, it was attempted to investigate the cyclic resistance of equi-proportionate silt-sand range pond ash (with 50% fines) at relatively high shear strains using the strain-controlled cyclic triaxial test. The cyclic triaxial tests have been performed considering the effect of relative compaction (97-99%), cyclic shear strain (0.6-1.35%), frequency of loading (0.3-1 Hz) and effective confining pressure (50-100 kPa) on cyclic resistance of pond ash. Dynamic characteristics such as dynamic shear modulus and damping ratio of equi-proportionate silt-sand range pond ash was evaluated for all the parameters considered at high shear strain. The maximum value of the dynamic shear modulus and damping ratio of pond ash observed in this study was 6534.8 kPa and 23.64%, respectively. The dynamic shear modulus and damping ratio of pond ash was decreased from 6534.8 to 5023.87 kPa and 23.64 to 14.17% with the increase in shear strain amplitude from 0.6 to 1.35%. Besides, few relationships were established between the amount of energy dissipated until liquefaction and parameters influencing liquefaction using an energy concept. Keywords Pond ash • Cyclic resistance • High shear strain • Strain-controlled cyclic triaxial test • Dynamic shear modulus • Damping ratio This the 13th PAPER of Special Issue (SI) to be published as the ORIGINAL PAPER S.I.: Materials and Processes for Ground Engineering Infrastructure.

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Section: Introductionmentioning

confidence: 99%

Experimental Investigation on Dynamic Characterization of Equi-Proportionate Silt–Sand Range Pond Ash at High Strain

Reddy

Mohanty

Rehana

2020

Int. J. of Geosynth. and Ground Eng.

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“…8. Liquefaction is expected when the excess pore water pressure ratio is 0.9 or higher [39]. Before beginning the strain controlled test, it was ensured that the effective confining pressure (σ̍ 3 ) was kept at 100 kPa.…”

Section: Number Of Cycles To Initiate Liquefactionmentioning

confidence: 99%

Dynamic Behaviour of Pond Ash Mixed with Coir and Crumb Rubber

Malik¹,

Singh²

2023

Journal of Renewable Materials

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An experimental program was conducted to determine the dynamic properties of pond ash (PA) and pond ash mixed with admixtures like crumb rubber (CR) and coir fiber (CF) which are wastes of different industries. Additives CR and CF were mixed separately with pond ash in a percentage ranging from 0%-20% at an interval of 5% and 0%-2% at an interval of 0.5% by weight of pond ash, respectively. Dynamic properties (Shear modulus, Number of cycles to initiate liquefaction, Degradation index and Damping ratio) for pond ash mixes were determined using strain-controlled cyclic tri-axial apparatus. The shear strain was kept constant at 1.2% and the frequency varied from 0.4 to 1 Hz. Liquefaction resistance improves when crumb rubber is added to pond ash, however adding Coir fiber to pond ash has essentially no effect on the number of cycles required to initiate liquefaction. The dynamic shear modulus decreases when crumb rubber was mixed in pond ash whereas when coir fiber is added to pond ash, the dynamic shear modulus increases significantly. A mix of PA, CR, and CF was also tried to balance the number of cycles required to initiate liquefaction and shear modulus. The mixed sample in the proportion of PA (84%) + CR (15) + CF (1%) can be termed a balanced mix as the number of cycles to initiate liquefaction was more than all PA-CF mixes and also the shear modulus was more than all PA-CR mixes. Damping ratio increases with increasing frequency of loading (0.4 to 1 Hz).

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“…The effective stress below the embankment was calculated by applying an additional surcharge of the embankment body. Based on previous research, the occurrence of liquefaction is determined when the excess pore water pressure exceeds 1.0 [37][38][39]. The liquefied ground was determined when the excess pore water pressure increased to a value larger than 1.0.…”

Section: Liquefiable Ground Case (Case 1)mentioning

confidence: 99%

Evaluation of Reliquefaction Behavior of Coastal Embankment Due to Successive Earthquakes Based on Shaking Table Tests

Yoo

Kwon

2023

JMSE

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Liquefaction caused by long-term cyclic loads in loose saturated soil can lead to ground subsidence and superstructure failures. To address this issue, this study aimed to emulate the liquefaction phenomenon based on a shaking table test while especially focusing on the soil behavior mechanism due to the reliquefaction effect. Liquefaction and reliquefaction behaviors were analyzed by ground conditions where an embankment was located on the coastal ground. Silica sand was used for the experiment for various thickness and liquefiable conditions, and the embankment model was constructed above the model ground. For seismic waves, sine wave excitation was applied, and a total of five excitations (cases) were conducted. When the upper ground layer consisted of a non-liquefiable layer, liquefaction did not occur due to the first excitations but occurred by the third excitation. The results indicated that as the earthquake was applied, the water level in the liquefiable layer increased to the height of the non-liquefiable layer and liquefaction could occur. It was identified that even if liquefaction did not occur for the main earthquake, liquefaction could occur due to aftershocks caused by a rise in the groundwater level due to a series of earthquakes. In a general seismic design code, liquefaction assessment is performed only for soil layers below the groundwater level; however, when successive earthquakes occur, unexpected liquefaction damage could occur. Therefore, to mitigate the earthquake risk of liquefaction for coastal embankments, it is necessary to evaluate the liquefaction by aftershocks even when the groundwater level of the ground layer under an embankment is low.

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Strain-based assessment of liquefaction and seismic settlement of saturated sand

Cited by 12 publications

References 12 publications

Experimental Investigation on Dynamic Characterization of Equi-Proportionate Silt–Sand Range Pond Ash at High Strain

Experimental Investigation on Dynamic Characterization of Equi-Proportionate Silt–Sand Range Pond Ash at High Strain

Dynamic Behaviour of Pond Ash Mixed with Coir and Crumb Rubber

Evaluation of Reliquefaction Behavior of Coastal Embankment Due to Successive Earthquakes Based on Shaking Table Tests

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