Reduction of Shear Modulus at Small Strains in Simple Shear

Lanzo, Giuseppe; Vučetić, Mladen; Doroudian, Macan

doi:10.1061/(asce)1090-0241(1997)123:11(1035)

Cited by 73 publications

(31 citation statements)

References 17 publications

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“…Shear modulus reduction and material damping in the sandy fill are modeled using curves for sand proposed by Seed et al (1984). These curves are consistent with recent test results for southern California soils by Stokoe et al (1999) and Lanzo et al (1997).…”

Section: / Journal Of Geotechnical and Geoenvironmental Engineering /supporting

confidence: 85%

Seismic Performance of Hillside Fills

Stewart

Bray

McMahon

et al. 2001

J. Geotech. Geoenviron. Eng.

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Permanent ground deformations in unsaturated, compacted hillside fills under seismic loading conditions are discussed, with emphasis given to fill performance during the 1994 Northridge earthquake. These movements represent a significant yet often unrecognized hazard to developed hillside areas, as relatively modest deformations induced widespread damage totaling hundreds of millions of dollars during the Northridge event.The development of grading standards in the Los Angeles area is reviewed to place the seismic fill deformation problem in context with other issues that have shaped design and construction practices for hillside fills. Field observational data on fill performance during the Northridge earthquake is presented, and typical ground distress patterns are found to include cracking near cut/fill contacts, lateral extension and settlement of fill pads, and bulging of fill slope faces. For most sites, the prevalent mechanism of permanent ground deformation responsible for the fill movements is contractive volumetric strain accumulation within the unsaturated fill soils during strong earthquake shaking (that is, seismic compression).

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Section: / Journal Of Geotechnical and Geoenvironmental Engineering /supporting

confidence: 85%

Seismic Performance of Hillside Fills

Stewart

Bray

McMahon

et al. 2001

J. Geotech. Geoenviron. Eng.

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“…(1)6 Lanzo et al (1997) Santa Monica and Antelope Valley sands (reconstituted, includes silt) DSST (D) e, OCR, p9 (6)10 Lo Presti et al (1997) Toyoura and Quiou sands (dry, hollow cylinder) MLTST e (6)6 Maher et al (1994) Ottawa sand (medium and loose, untreated and chemically grouted) RCT + CLTXT I D , concentration, curing time (8)11 Menq (2003) Washed mortar sand, sand and gravelly sand (dry) RCT e, D 50 , U c (7)7 Menq & Stokoe (2003) Sand (dense and dry) RCT p9…”

Section: Modelling Shear Modulus Degradationmentioning

confidence: 99%

Stiffness of sands through a laboratory test database

Öztoprak¹,

Bolton²

2013

Géotechnique

224

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Deformations of sandy soils around geotechnical structures generally involve strains in the range small (0 . 01%) to medium (0 . 5%). In this strain range the soil exhibits non-linear stress-strain behaviour, which should be incorporated in any deformation analysis. In order to capture the possible variability in the non-linear behaviour of various sands, a database was constructed including the secant shear modulus degradation curves of 454 tests from the literature. By obtaining a unique S-shaped curve of shear modulus degradation, a modified hyperbolic relationship was fitted. The three curve-fitting parameters are: an elastic threshold strain ª e , up to which the elastic shear modulus is effectively constant at G 0 ; a reference strain ª r , defined as the shear strain at which the secant modulus has reduced to 0 . 5G 0 ; and a curvature parameter a, which controls the rate of modulus reduction. The two characteristic strains ª e and ª r were found to vary with sand type (i.e. uniformity coefficient), soil state (i.e. void ratio, relative density) and mean effective stress. The new empirical expression for shear modulus reduction G/G 0 is shown to make predictions that are accurate within a factor of 1 . 13 for one standard deviation of random error, as determined from 3860 data points. The initial elastic shear modulus, G 0 , should always be measured if possible, but a new empirical relation is shown to provide estimates within a factor of 1 . 6 for one standard deviation of random error, as determined from 379 tests. The new expressions for non-linear deformation are easy to apply in practice, and should be useful in the analysis of geotechnical structures under static loading.

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“…A wide-ranging database was compiled in the current study from the previously published laboratory tests (U.S. Army Corps of Engineers, 1978Engineers, , 1979Kokusho et al, 1982;Borden et al, 1994Borden et al, , 1996Lanzo et al, 1997;S&ME Inc., 1993, 1998Stokoe et al, 1995;Caserta et al, 2012). These studies include numerous tests conducted on cohesive soils to measure their dynamic properties at low and large strain levels using resonant column, simple shear, cyclic torsional shear, and cyclic triaxial tests.…”

Section: Data Collectionmentioning

confidence: 99%

“…Estimation of the dynamic properties (shear modulus, G, and damping ratio, D, of soils has become the scope of many studies in the field of geotechnical earthquake engineering using devices such as resonant column, cyclic simple shear, cyclic torsional shear and cyclic triaxial (e.g., Hardin and Drnevich, 1972a;Tatsuoka et al, 1979;Yoshimi et al, 1984;Wilson, 1988;Saxena and Reddy, 1989;Yasuda and Matsumoto, 1993;Konno et al, 1994;Lanzo et al, 1997;Menq, 2003;Hardin and Kalinski, 2005;Xenaki and Athanasopoulos, 2008;Senetakis et al, 2012a;Senetakis et al, 2012b).…”

mentioning

confidence: 99%

Predictive model for normalized shear modulus of cohesive soils

Jafarian¹

2013

Acta Geodynamica Et Geomaterialia

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called maximum shear modulus, G max . It can be determined by in-situ methods from the measurements of the shear wave velocity, V s , by means of crosshole, down-hole, up-hole, or surface wave testing. The relationship between maximum shear modulus and shear wave velocity is rigorous:ABSTRACT Evaluating dynamic properties of geomaterials is an essential step for solving geotechnical earthquake engineering problems. The shear stiffness-reduction curves of soils are commonly presented in normalized form and have many applications in equivalent-linear and nonlinear dynamic analyses. In this study, a radial basis function (RBF) neural network model was developed to predict normalized shear modulus of cohesive soils. The most important factors that affect this parameter include effective confining pressure, shear strain, and plasticity index. The comprehensive database used for the development of the model was obtained from previously published experimental results. Validation of the model performance was carried out by using centrifuge tests results. A parametric analysis was then performed to evaluate sensitivity of the proposed model to variations of the influencing parameters. The results indicate that the neural network model could provide predictions more accurate than those obtained by the previous models.

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Reduction of Shear Modulus at Small Strains in Simple Shear

Cited by 73 publications

References 17 publications

Seismic Performance of Hillside Fills

Seismic Performance of Hillside Fills

Stiffness of sands through a laboratory test database

Predictive model for normalized shear modulus of cohesive soils

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