By Michele Maugeri, Claudio Soccodato
Pseudo-static research remains to be the most-used way to examine the steadiness of geotechnical platforms which are uncovered to earthquake forces. in spite of the fact that, this system doesn't offer any information regarding the deformations and everlasting displacements precipitated by way of seismic task. additionally, it really is questionable to exploit this strategy while geotechnical structures are plagued by common and infrequent seismic occasions. by the way, the height flooring acceleration has elevated from 0.2-0.3 g within the seventies to the present worth of 0.6-0.8 g. for this reason, a shift from the pseudo-static method of performance-based research is needed.
Over the prior 5 years significant development has been made in Earthquake Geotechnical Engineering layout (EGED). the newest advances are awarded during this ebook in 6 parts.
The review of the location amplification is roofed partly I of the ebook. partially II the overview of the soil starting place balance opposed to traditional slope failure and liquefaction is handled. within the following three elements of the publication the EGED for various geotechnical platforms is gifted as follows: the layout of levees and dams together with usual slopes partly III; the layout of foundations and soil constitution interplay research partially IV; underground buildings partly V. eventually partly VI, new themes just like the layout of strengthened earth preserving partitions and landfills are covered.
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Extra resources for Earthquake Geotechnical Engineering Design
G. in site class B, Su, EC8 > 250 kPa instead of Su, IBC2000 > 100 kPa). Hence, the mean N-SPT values of the upper 30 m, as an alternative parameter for site classification, in some cases, may not be used in a direct way but through appropriate empirical correlations of the shear wave velocity. 60 200 Fig. 3 Profitis – Stivos 2D cross section (Raptakis et al. 2000). A to G represents different soil and rock categories, Vs S-wave velocity, Vp and Vpw the P-wave velocity of unsaturated and saturated soils, Qs quality factor and D density, where dotted line depicts the upper 30 m BH-01/1994 5 CH CH SM SM SM SM-SC SC-ML CL-ML SM CL ML SM SP 10 15 ML CL SC CL ML 20 25 SM SC ML SM 30 ML 0 5 ML CL ML SM ML ML SM SM SM SM ML Soil Type Soil Description CL A ML-CL CL CL SW SM SM SM SP SM SM SM SW-SM ML ML CL-ML CL SC SC SC CL-ML CL SC-SM SM-SC SM SM-SC SM UCS SM-SC 20 40 80 100 0 VP (m/s) 100 200 300 400 500 0 1000 2000 3000 Brown silty clayey sand Brown marly silty clay Brown marly clayey silt sand with B 15 gravels Crosshole(CH) qc - CPT 1994 2003 Marly clayey sand SC Grey-black 25 60 marly silty SM 20 VS (m/s) N30 -SPT 0 Grey-black 10 Depth (m) BH-03/2011 0 SC marly sandy CL clay 30 marly silt C SM 44m profile (SR) Lab.
The depth of 30 m was selected since it is a typical depth of geotechnical sampling borings and, thus, of site characterization. It is also believed that in most cases the main amplification is due to the trapping waves on the surface layers. However, several recent works (Steidl 2000; Wald and Mori 2000; Stewart et al. 2003; Di Giacomo et al. 2005; Mucciarelli and Gallipoli 2006 among others) have pointed the inability of Vs,30 to accurately predict amplification in several cases. A more refined soil and site characterization was performed by the Lab.
9 present representative soil profiles from strong motion network sites in Greece (Figs. 8) and microzonation studies (Fig. 9) 2 Site Classification and Spectral Amplification for Seismic Code Provisions a b 35 c Fig. 8 Representative soil profiles of category C-EC8 (from left Vs,30: 235, 346, 258 m/s) where a detailed geotechnical and geophysical survey was conducted comprising classical geotechnical tests, CH and DH tests, as well as resonant column tests. It is evident that the response of soil profiles of Fig.