Evaluating the overconsolidation ratios and peak friction angles of granular soil deposits using noninvasive seismic sur
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RESEARCH PAPER
Evaluating the overconsolidation ratios and peak friction angles of granular soil deposits using noninvasive seismic surveying Ehsan Pegah1 • Huabei Liu1 Received: 13 March 2019 / Accepted: 5 March 2020 Ó Springer-Verlag GmbH Germany, part of Springer Nature 2020
Abstract The main objective of this study was to propose an approach to estimate the peak friction angles of over-consolidated granular soil deposits by using the P-wave velocity and the SV- and SH-wave velocities. To this end, seventeen pairs of Pand S-wave seismic refraction profiles were carried out at three different granular sites in Iran using noninvasive seismic wave methods. To estimate the overconsolidation ratio (OCR) in granular geomaterials in terms of SH/SV velocity ratios, a general regression analysis was performed on the obtained data from this study combined with those reported in the literature. In addition, by assuming cross-anisotropy of the soils, the P- and S-wave velocities were utilized to develop an equation for calculating the coefficient of lateral earth pressure at rest (K0). The Mayne and Kulhawy formula was finally employed to evaluate u0 in granular soil deposits by combining the calculated K0 values and the estimated OCR values. The findings of this study may be used as the appropriate approaches for economic and noninvasive determination of in-situ peak friction angle in granular soil deposits using the surface seismic surveying. Keywords Granular soils Overconsolidation ratio Peak friction angle P-wave velocity SH-wave velocity SV-wave velocity
1 Introduction The peak angle of internal friction of granular soils u0 is one of the fundamental parameters in geotechnical engineering. The u0 parameter can be directly determined by the laboratory test on undisturbed soil specimens taken from in-situ soils. The direct shear test and triaxial shear test are two commonly used techniques in the laboratory [10], but the sampling of undisturbed specimens is rather demanding and expensive. It may also be estimated by means of indirect field measurements such as standard penetration test (SPT) and cone penetration test (CPT) [23, 35, 41, 47]. Both of these approaches are invasive, and the proposed equations in the literature presenting u0 in & Huabei Liu [email protected] Ehsan Pegah [email protected] 1
School of Civil Engineering and Mechanics, Huazhong University of Science and Technology, Wuhan City 430074, Hubei Province, China
terms of CPT and SPT measured parameters were usually derived based on empirical test results on specific types of granular soils. The friction angle can also be indirectly estimated using the field seismic methods, which are established based on measuring the seismic wave velocities along the soil profile. The in-situ seismic velocities can be obtained from invasive methods (i.e., borehole techniques and intrusive probes) or noninvasive methods (i.e., surface surveys). Cha and Cho [7] proposed an empirical relation for calculating t
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