By Michele Maugeri, Claudio Soccodato
Pseudo-static research remains to be the most-used option to examine the soundness of geotechnical structures which are uncovered to earthquake forces. even though, this system doesn't offer any information regarding the deformations and everlasting displacements brought about by way of seismic task. furthermore, it's questionable to take advantage of this procedure while geotechnical platforms are stricken 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. consequently, a shift from the pseudo-static method of performance-based research is needed.
Over the previous 5 years huge growth has been made in Earthquake Geotechnical Engineering layout (EGED). the latest advances are provided during this booklet in 6 parts.
The review of the location amplification is roofed partially I of the publication. partly II the assessment of the soil beginning balance opposed to normal slope failure and liquefaction is taken care of. within the following three components of the ebook the EGED for various geotechnical platforms is gifted as follows: the layout of levees and dams together with typical slopes partly III; the layout of foundations and soil constitution interplay research partly IV; underground buildings partially V. ultimately partly VI, new issues just like the layout of bolstered earth maintaining partitions and landfills are covered.
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Extra info for Earthquake Geotechnical Engineering Design
S. codes. It is therefore necessary, before proceeding to the critical and comparable evaluation of the code-defined spectra, to account for the different assumptions on the reduction of forces prescribed in different codes and proceed to 28 A. Anastasiadis and E. 100 Stiff soil profile 180–360 15 N 50 50 Su 100 Soft soil profile <180 <15 Su 50 Any profile with more than 10 ft (3 m) of soil having the following characteristics: 1. Plasticity index PI > 20, 2. Moisture content w ! 40 %, and 3. Undrained shear strength Su < 500psf (25 kPa) Any profile containing soils having one or more of the following characteristics: 1.
Finally, in many European coastal areas where the local geology consists of elevated marine terraces, plio-pleistocene calcarenites, cemented gravelly soils, sandstones, etc. (Fig. 9a, b) or weathered igneous, metamorphic formations, the surficial layers are characterized by a gradual decrease of mechanical properties and Vs values with depth at depths up to 30 m. In conclusion it is clear that the Vs,30 hypothesis for site characterization as the basic criterion, disregarding geotechnical criteria and the thickness of soil deposits, may lead to erroneous estimates of ground motion in many cases.
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.