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Evaluation of settlements in sands due to earthquake shaking
69A different strain levels, vertical pressures, void ratios and numbers of load cycles. Specimen dimensions free of size effects were determined.
882133 Cyclic simple shear size effect correction factors Amer, M I; Aggour, M S: Kovacs, W D
J Geotech Engng Div ASCE VII3, N7, July 1987, P708-718 The effect of specimen size on values of shear modulus and damping of sands measured in cyclic simple shear has been investigated. Specimen diameters of 7.5, 15, and 30cm were used, with diameter:height ratios of 3, 6, 9, and 12 in each case. An ideal size for simple shear test samples,which is independent of size effects, was determined. Formulae relating cyclic properties to specimen size were developed, and charts allowing simple correction of results from non-ideally sized specimens are presented.
882134 Design problems in soil liquefaction Seed, H B
J Geotech Engng Div ASCE VII3, N8, Aug 1987, P827-845 If large deformations of embankments can be tolerated, it may be sufficient merely to ensure embankment stability against sliding after foundation liquefaction has occurred. This requires knowledge of the residual strength of the liquefied soils. This property can be measured in the laboratory, but a relation between such a strength and an in situ characteristic, such as penetration resistance, may be the most practical way to evaluate residual strength. Available case study data are summarised and presented in chart form to this purpose.
882135 Evaluation of settlements in sands due to earthquake shaking Tokimatsu, K; Seed, H B J Geotech Engng Div ASCE VII3, NS. Aug 1987, P861-878
882137 Soil-structure interaction at the waterfront Ferritto, J M Proc Third US National Conference on Earthquake
Engineering, Charleston, 24-28 August, 1986 VI, P489-496. Publ El Cerrito: Earthquake Engineering Research Institute, 1986 Waterfront structures are often, of necessity, sited on loose, saturated, cohesionless soils which are liable to liquefaction. Research is in progress to evaluate the Princeton University Effective Stress Soil Model for use in dynamic analysis of waterfront sites. The model and attempts to validate it using centrifuge tests are discussed.
882138 Site period study for Charleston, S C Elton, D J; Martin, J R
Proc Third US National Conference on Earthquake Engineering, Charleston, 24-28 August, 1986 VI, P497-504. Publ El Cerrito: Earthquake Engineering Research Institute, 1986 The site period of the underlying soil profile, which influences earthquake damage to surface structures, is an important parameter for the aseismic design of buildings. Soil profile data from borehoIe logs were input into the one-dimensional SHAKE analysis to calculate site periods for the Charleston area. Contour maps of equal period were produced, which may be of use in city planning.
882139 Seismically induced settlements: two models for New England Soydemir, C Proc Third US National Conference on Earthquake Engineering, Charleston, 24-28 August, 1986 VI, P565-573. Publ El Cerrito." Earthquake Engineering Research Institute, 1986
Previous work is reviewed and a simplified method proposed for estimating settlement in sand deposits due to earthquake shaking. The primary factors controlling settlement are cyclic stress ratio and maximum shear strain induced in saturated sands, and the cyclic strains induced in unsaturated or dry sands, together with SPT N value and earthquake magnitude. Charts are presented for estimating settlements using these parameters. Results compare well with observed settlements at six sites.
Two charts are presented which yield approximate estimations of seismically induced potential settlement on level ground sites underlain by saturated clean sands. One is based on laboratory data and the analysis of Tokimatsu and Seed (1984), the other is based on field SPT N values before and after the Niigata earthquake, Japan, of 1964. Both models give similar results. The use of the charts requires only representative SPT N values for the site.
882136 In situ measurements of velocity and attenuation of P and S waves in a granitic rock mass (In French) Talebi, S
882140 Risk of structural damage in liquefaction Haldar, A; Luettich, S M
Rev Fr Geotech N40, 1987, P7-21 P and S wave velocities were measured for the granitic rock mass 'Mayet-de-Montagne', in the French Massif Centrale. P wave velocities 4.88-5.87 km/s, S wave velocities 3.13-3.27 km/s, and Poisson's ratio of 0.27 were obtained. Equal area projection of P wave velocities shows an orthorhombic anisotropy system. Vmax direction is consistent with the direction of maximum principal stress and natural fracture direction. Vmin is perpendicular to these two directions. The main cause of the anisotropy is the natural fracture system. Attenuations measured by the spectral ratio method and the rise time method are presented.
Proc Third US National Conference on Earthquake Engineering, Charleston, 24-28 August, 1986 VI, P575-586. Publ El Cerrito: Earthquake Engineering Research Institute, 1986 A probabilistic method is used to evaluate the risk of damage to surface structures resulting from earthquake induced liquefaction of underlying saturated sand deposits. Three damage criteria are considered, absolute and differential settlements, and rotation. Soil properties, site geology and geometry, and seismicity are included in the analysis. As a degree of uncertainty exists in the estimation of many of these parameters, a risk-based damage estimation procedure is proposed.
':D 1988 Pergamon Press pie. Reproduction not permitted
882133 Cyclic simple shear size effect correction factors Amer, M I; Aggour, M S: Kovacs, W D
J Geotech Engng Div ASCE VII3, N7, July 1987, P708-718 The effect of specimen size on values of shear modulus and damping of sands measured in cyclic simple shear has been investigated. Specimen diameters of 7.5, 15, and 30cm were used, with diameter:height ratios of 3, 6, 9, and 12 in each case. An ideal size for simple shear test samples,which is independent of size effects, was determined. Formulae relating cyclic properties to specimen size were developed, and charts allowing simple correction of results from non-ideally sized specimens are presented.
882134 Design problems in soil liquefaction Seed, H B
J Geotech Engng Div ASCE VII3, N8, Aug 1987, P827-845 If large deformations of embankments can be tolerated, it may be sufficient merely to ensure embankment stability against sliding after foundation liquefaction has occurred. This requires knowledge of the residual strength of the liquefied soils. This property can be measured in the laboratory, but a relation between such a strength and an in situ characteristic, such as penetration resistance, may be the most practical way to evaluate residual strength. Available case study data are summarised and presented in chart form to this purpose.
882135 Evaluation of settlements in sands due to earthquake shaking Tokimatsu, K; Seed, H B J Geotech Engng Div ASCE VII3, NS. Aug 1987, P861-878
882137 Soil-structure interaction at the waterfront Ferritto, J M Proc Third US National Conference on Earthquake
Engineering, Charleston, 24-28 August, 1986 VI, P489-496. Publ El Cerrito: Earthquake Engineering Research Institute, 1986 Waterfront structures are often, of necessity, sited on loose, saturated, cohesionless soils which are liable to liquefaction. Research is in progress to evaluate the Princeton University Effective Stress Soil Model for use in dynamic analysis of waterfront sites. The model and attempts to validate it using centrifuge tests are discussed.
882138 Site period study for Charleston, S C Elton, D J; Martin, J R
Proc Third US National Conference on Earthquake Engineering, Charleston, 24-28 August, 1986 VI, P497-504. Publ El Cerrito: Earthquake Engineering Research Institute, 1986 The site period of the underlying soil profile, which influences earthquake damage to surface structures, is an important parameter for the aseismic design of buildings. Soil profile data from borehoIe logs were input into the one-dimensional SHAKE analysis to calculate site periods for the Charleston area. Contour maps of equal period were produced, which may be of use in city planning.
882139 Seismically induced settlements: two models for New England Soydemir, C Proc Third US National Conference on Earthquake Engineering, Charleston, 24-28 August, 1986 VI, P565-573. Publ El Cerrito." Earthquake Engineering Research Institute, 1986
Previous work is reviewed and a simplified method proposed for estimating settlement in sand deposits due to earthquake shaking. The primary factors controlling settlement are cyclic stress ratio and maximum shear strain induced in saturated sands, and the cyclic strains induced in unsaturated or dry sands, together with SPT N value and earthquake magnitude. Charts are presented for estimating settlements using these parameters. Results compare well with observed settlements at six sites.
Two charts are presented which yield approximate estimations of seismically induced potential settlement on level ground sites underlain by saturated clean sands. One is based on laboratory data and the analysis of Tokimatsu and Seed (1984), the other is based on field SPT N values before and after the Niigata earthquake, Japan, of 1964. Both models give similar results. The use of the charts requires only representative SPT N values for the site.
882136 In situ measurements of velocity and attenuation of P and S waves in a granitic rock mass (In French) Talebi, S
882140 Risk of structural damage in liquefaction Haldar, A; Luettich, S M
Rev Fr Geotech N40, 1987, P7-21 P and S wave velocities were measured for the granitic rock mass 'Mayet-de-Montagne', in the French Massif Centrale. P wave velocities 4.88-5.87 km/s, S wave velocities 3.13-3.27 km/s, and Poisson's ratio of 0.27 were obtained. Equal area projection of P wave velocities shows an orthorhombic anisotropy system. Vmax direction is consistent with the direction of maximum principal stress and natural fracture direction. Vmin is perpendicular to these two directions. The main cause of the anisotropy is the natural fracture system. Attenuations measured by the spectral ratio method and the rise time method are presented.
Proc Third US National Conference on Earthquake Engineering, Charleston, 24-28 August, 1986 VI, P575-586. Publ El Cerrito: Earthquake Engineering Research Institute, 1986 A probabilistic method is used to evaluate the risk of damage to surface structures resulting from earthquake induced liquefaction of underlying saturated sand deposits. Three damage criteria are considered, absolute and differential settlements, and rotation. Soil properties, site geology and geometry, and seismicity are included in the analysis. As a degree of uncertainty exists in the estimation of many of these parameters, a risk-based damage estimation procedure is proposed.
':D 1988 Pergamon Press pie. Reproduction not permitted