000012249 001__ 12249
000012249 005__ 20141205160034.0
000012249 04107 $$aeng
000012249 046__ $$k2008-10-12
000012249 100__ $$aYuan, Xiaoming
000012249 24500 $$aEffect of Consolidation Ratios on Maximum Dynamic Shear Modulus of Sands

000012249 24630 $$n14.$$pProceedings of the 14th World Conference on Earthquake Engineering
000012249 260__ $$b
000012249 506__ $$arestricted
000012249 520__ $$2eng$$aThe shear modulus is the most basic parameter and can be attained by the experiments in the field or in the laboratory. The maximum dynamic shear modulus obtained in the laboratory is generally for the cases of the isotropic consolidation. The most advanced apparatus for testing the dynamic shear modulus in small strain range in the laboratory now is the resonant column device. However, the most existing resonant column devices are only suitable for specimens under isotropic consolidation. Therefore, the effect of anisotropic consolidation on the maximum dynamic shear modulus is still a question to be discussed further. A formula for calculating the increment of the maximum dynamic shear modulus of anisotropically-consolidated sands is presented in the paper. The new resonant column testing device with the anisotropic consolidation function is employed to attain the formula for calculating the increment of the maximum dynamic shear modulus. The results here indicate: (1) The effect of the anisotropic consolidation on the maximum dynamic shear modulus is quite remarkable and cannot be neglected; (2) A suitable form to show this effect is to use the power function of the increment of the consolidation ratio, i.e. (kc-1)B; (3) The variation of the maximum dynamic shear modulus for the cases of kc>1 can be expressed by the relative increment formula, i.e. ΔGm/G0,m= 1+0.66(kc-1)0.54; (4) The formula presented above means that the maximum dynamic shear modulus shows a more rapid rise in the interval of kc near to 1 and a slower rise in the interval of kc far away from 1; (5) The increasing degree of the maximum shear modulus due to kc>1 is significantly larger than that described by the Hardin and Black’s formula, e.g. the increasing degree for kc from 1 to 2 in the paper is about 66% while only 15% by the Hardin and Black’s formula; (6) The consolidation ratio also should be one of the important reasons on the obvious difference between in the field and laboratory determination of the maximum dynamic shear modulus of the soils..

000012249 540__ $$aText je chráněný podle autorského zákona č. 121/2000 Sb.
000012249 653__ $$aAnisotropic consolidation, Maximum dynamic shear modulus, Increment formula, Sands

000012249 7112_ $$a14th World Conference on Earthquake Engineering$$cBejing (CN)$$d2008-10-12 / 2008-10-17$$gWCEE15
000012249 720__ $$aYuan, Xiaoming$$iSun, Jing$$iSun, Rui
000012249 8560_ $$ffischerc@itam.cas.cz
000012249 8564_ $$s195107$$uhttps://invenio.itam.cas.cz/record/12249/files/04-01-0137.pdf$$yOriginal version of the author's contribution as presented on CD, Paper ID: 04-01-0137.
000012249 962__ $$r9324
000012249 980__ $$aPAPER