Application of Wave Methods for Determining Comprehensive Soil Model Parameters

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Abstract

Comprehensive hardening soil models are widely used in geotechnical design. Some of the stiffness parameters of such models, characterizing the behavior under very small and small strains, should be determined by wave (dynamic) methods. These techniques can be implemented both in the laboratory and in the field scale. Each of the methods has its advantages and disadvantages, which directly affect the quality of the initial data obtained for calculations and the results of geotechnical forecasts and the reliability of construction facilities. The article provides an overview of wave methods applicable for stiffness parameters of complex soil models estimation. The scope of application of test methods is given depending on the geotechnical task, the defined parameters and engineering-geological conditions. The comparison of the test results by field and laboratory methods at the experimental site is given. It is shown that the results obtained by field methods require additional reference to the initial stress state in the soil mass before their application as input parameters of comprehensive soil models. Recommendations are given for correcting the initial soil shear modulus based on the integration of laboratory and field wave methods.

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About the authors

R. F. Sharafutdinov

JSC «Research Center of Construction», NIIOSP named after N.M. Gersevanov

Author for correspondence.
Email: linegeo@mail.ru

Candidate of Sciences (Engineering), Direсtor

Russian Federation, 6, 2nd Institutskaya Street, Moscow 109428

A. A. Churkin

JSC «Research Center of Construction», NIIOSP named after N.M. Gersevanov

Email: chaa92@mail.ru

Candidate of Sciences (Engineering)

Russian Federation, 6, 2nd Institutskaya Street, Moscow 109428

V. V. Orekhov

JSC «Research Center of Construction», NIIOSP named after N.M. Gersevanov

Email: office@niiosp.ru

Doctor of Sciences (Engineering)

Russian Federation, 6, 2nd Institutskaya Street, Moscow 109428

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Supplementary files

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2. Fig. 1. Nonlinear stiffness–strain soil behavior [4]

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3. Fig. 2. Hardin Type Resonant Column Apparatus (RCA Hardin) (a) soil speciment prepared for RCA testing (b)

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4. Fig. 3. Scheme of bender element test [4]

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5. Fig. 4. Soil specimens equipped with a local strain measurement system in triaxial cell [4]

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6. Fig 5. Initial shear modulus G0 of the Cretaceous fine sand, e=0,60 versus: a – relative radial stress RRS; b – at lateral earth pressure coefficient K0=σ3/σ1 (LS – when local strain measurement system is used; BE – when bender elements are used) [4]

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7. Fig. 6. Schemes of seismic techniques: a – surface; b – borehole and combined surface-borehole; c – cross-hole. Legend: 1 – source; 2 – receivers; 3 – ray paths of guided waves

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8. Fig. 7. Processing of seismic data: a – picking of first arrivals of P-waves in SeisPro software; b – selection of the area for calculation of dispersion image in ZondSt2d software

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9. Fig. 8. Conducting field seismic research

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10. Fig. 9. Shear wave velocity sections obtained by processing surface seismic survey data: seismic refraction tomography (top) and multichannel analysis of surface waves (bottom)

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11. Fig. 10. An example of recalculation of elastic wave velocities into dynamic elastic moduli for a profile performed over a thick layer of weak soils

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12. Fig. 11. An example of a shear wave velocities section for a site with a relatively small depth of over-compacted sediments (the blue dotted line)

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