New Stress Reduction Factor for Evaluating Soil Liquefaction in the Coastal Area of Catania (Italy)

Grasso, S.; Massimino, Maria Rossella; Sammito, Maria Stella Vanessa

doi:10.3390/geosciences11010012

Cited by 25 publications

(7 citation statements)

References 45 publications

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“…is the effective vertical stress at a depth, σv is the vertical stress at a depth, and rd is the depth reduction factor. The stress reduction coefficient (rd) is a function of site stratigraphy, soil properties, and the characteristics of motion excitation where ''rd'' is applied to adjust the flexibility of soil (Seed and Idriss, 1971;Idriss and Bounger, 2004;Grasso et al, 2020). Because it is a simple, widely accepted, and linearly decreasing function to a depth, the rd was calculated using Eq.…”

Section: Fsmentioning

confidence: 99%

Site response and liquefaction hazard analysis of Hawassa town, Main Ethiopian Rift

Ayele

Meten

Woldearegay

2022

Front. Built Environ.

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The study area is located in one of the most earthquake prone regions in southern Ethiopia, which is characterized by small-to-intermediate earthquake occurrences causing damage to buildings. Predicting liquefaction hazard potential and local site effects are imperative to manage earthquake hazard and reduce the damage to buildings and loss of lives. The objectives of this work were to perform the equivalent linear response analysis (ELA) and shear wave velocity (Vs.)-based liquefaction hazard analysis and classify the site into different seismic site classes based on the European and American codes. The SPT-N and Vs.30 values showed the site falls in the C and D classes based on the NEHRP (2015) code but falls in the B and C classes based on the EC8 (2003) code. The susceptibility of liquefaction was evaluated using grain size analysis curves. Moreover, peak ground acceleration (PGA), spectral acceleration (SA), and maximum strain (%), which are very critical to understanding the local site effects, were estimated by the DeepsoilV.7 program. The cyclic stress ratio and cyclic resistance ratio were used to calculate the factor of safety (FS). A liquefaction potential index (LPI), probability of liquefaction (PL), and probability of liquefaction induced ground failure (PG) were used to assess the probability of liquefaction. The peak ground acceleration (g) values ranged from 0.166 to 0.281 g, whereas spectral acceleration (g) was found to be high at 0.1–1s. The liquefaction susceptibility screening criteria revealed that the study area is highly susceptible to liquefaction. FS is < 1 for a liquefied site, but FS is > 1 for non-liquefied sites. In comparison to non-liquefied sites, the liquefaction forecast site has a liquefaction potential index value of 0–54.16, very likely high PL, and high PG. The findings will be helpful in the design of structures and in solving practical challenges in earthquake engineering.

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Section: Fsmentioning

confidence: 99%

Site response and liquefaction hazard analysis of Hawassa town, Main Ethiopian Rift

Ayele

Meten

Woldearegay

2022

Front. Built Environ.

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“…e determination of the maximum accelerations and average peak ground acceleration [32,[40][41][42] is essential when calculating the external stability of the seismic design. In the current study, the acceleration amplification of the RSRW is calculated based on the acceleration time history for two methods.…”

Section: Acceleration Amplificationmentioning

confidence: 99%

Shaking Table Study on the Seismic Performance of Geogrid Reinforced Soil Retaining Walls

Cai

et al. 2021

Advances in Civil Engineering

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This study presents experimental results from shaking table tests on a reduced-scale geogrid reinforced soil retaining wall (RSRW) to investigate the seismic response of the fundamental frequency, acceleration amplification, face displacement, backfill surface settlement, and reinforcement strain under different peak accelerations and durations. The fundamental frequency is in good agreement with the predicted values. The root mean square (RMS) acceleration amplification factors increase nonlinearly with the wall height and decrease with increasing seismic load, which is not regarded as a constant value. The distributions of the peak displacement are consistent with those of the residual displacement. The combination of the sliding and rotation is observed as the predominant mode of displacement, and the rotation mode is dominant. The positions near the face (35 cm) and the ends of the reinforcement (140 cm) demonstrated larger settlement than that of the central position (70 cm and 105 cm). The reinforcement strain increased with increasing peak acceleration and maximum values measured at the central layers. The trends of the potential failure surface are similar to those of the 0.3H bilinear failure surface. The friction coefficient is nonlinearly distributed along with the reinforcements, and the maximum friction coefficient appears at the top layer (F11).

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“…The Seismic Dilatometer Marchetti Test (SDMT) is increasingly becoming more widely used in normal geotechnical investigations, allowing for the collection of a large number of data points. The SDMT calculates a horizontal stress index that has a strong link to soil liquefaction (Grasso and Maugeri 2008 ; Grasso et al 2020 ).…”

Section: Introductionmentioning

confidence: 99%

Liquefaction hazard assessment in a seismically active region of Himalayas using geotechnical and geophysical investigations: a case study of the Jammu Region

Ansari

Zahoor

Rao

et al. 2022

Bull Eng Geol Environ

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The Jammu Region (JR) in the northwestern Himalayas trigged by medium to high magnitude near-field as well as far-field earthquake events, including the most recent 2019 Mirpur earthquake. In this paper, an attempt has been made to develop the zonation map for liquefaction hazard in the JR based on liquefaction potential index ( ) and probability of liquefaction ( ). To achieve this, factor of safety against liquefaction was estimated using standard penetration test (SPT) data collected from geotechnical consultancies and shear wave velocity measured during field testing at 243 locations, and an integrated liquefaction hazard map generated. The liquefaction features such as sand blows and ground rupture were found in Jatah (Samba district) and Simbal (Jammu district). According to the integrated hazard map, places near the bank of Tawi River and Ravi River in Jammu have young alluvium, making them particularly prone to liquefaction. Liquefaction does not occur in the eastern and western sections because of high shear wave velocities and rock at shallow depth, and it also does not occur in the central area due to thick sand deposits. values ranged from 0 to 27.45 having very low to very high liquefaction risk. is greater than 0.75 for sites located on the southwestern side due to uniformly graded soil having extremely low SPT ( N ) and values. This study will aid site planners in the construction of structures that consider liquefaction mitigation and well-defined liquefaction risk measures.

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New Stress Reduction Factor for Evaluating Soil Liquefaction in the Coastal Area of Catania (Italy)

Cited by 25 publications

References 45 publications

Site response and liquefaction hazard analysis of Hawassa town, Main Ethiopian Rift

Site response and liquefaction hazard analysis of Hawassa town, Main Ethiopian Rift

Shaking Table Study on the Seismic Performance of Geogrid Reinforced Soil Retaining Walls

Liquefaction hazard assessment in a seismically active region of Himalayas using geotechnical and geophysical investigations: a case study of the Jammu Region

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