6585844956

USSR 151

Fig. 4* Re lation between the angle of internal friction of sands and the results of static soundlng

3. MODULUS OF DEFORMATIOH

It should be emphasized here, that in the USSR the modulus of deformatlon de* termined by the results of the field tests by the piąte of 5000 cm² ls accep-ted as a standard and all other methods are oompared wlth this one*

By the results of the dynamie soun* ding the modulus of deformatlon is de* termined according to the data of Table 3*

Of some interest may be the formula, given by Trofimenkoy and Vorobkov (197*0 for the determinatlon of the modulus of deformatlon, obtained by the results of 80 parał lei tests of danse and medium dense sands by the piąte and the standard penetration test*

(350*500) lg N    (2)

According to the results of the sta* tle soundlng the modulus of deformatlon ls de termined by the far mula x

B«3q    (3)

In order to show the ranga of aocura-cy In the determinatlon of the modulus of deformatlon by the use of the static soundlng, the results of 50 tests of fine alluvial medlum*dense and dense san* ds received by the lnstitute "Fundament-project" are shown in Flg*5*

Fig* 5 reyeals a ciosa relationshlp be twe en the modulus of deformatlon and the point resistance which can be ezpres-sed by the eq.uation:

E=3,4 <ł + 130    (4)

The ooefficient of correlation ls 0,80

The relationshlp between £ and q according to the formula (3) is shown by the dotted ltne In Fig*5*

As may be seen from the data, formula (3) provides rather reliable valuee of tne modulus of def armation. However, these data show the effioiency of carry-ing out some parałlei tests by the piąte

and the soundlng In case of great vo lunie of the lnvestigations that would allow to accept morę high values of the modulus of deformatlon by the results of the static soundlng for the local condltlone*

£

Fig*5. Relation between the modulus of deformatlon and the static point resistance ln sands

B* CLAY SOILS I. LIQUIDITY INDBI

Szperlments show that there is some relationshlp between the point re-sistanoe ln static soundlng and the 11* quidity lndezt The handllng of 207 ex* perlments madę by the lnstitute "Funda-mentprojeot" for clayey soils allowed the following relation to obtain t

I_L«O_f65 - 0,013q    (5)

The ooefficient of correlation is 0*719 which shows that the llquidity lndez of the soli can be determlned wlth the help of the static sounding only approzlmately*

2* SHBAR STRENGTH

In the lnstitute "Fundamantprod ect" the static point resL stance ln clays and Yarious sandy clay was oompared wlth the shear strength of these soils, determlned by the direot shear test ln the laboratory* The shear strength yaried from 0*9 to 2*2 kg/cm² and the point resistance - from 5 to 60 kg/cm²*

The Processing of 103 ezperlments reyealed that there is the following relationshlp between the shear strength (a- kg/cm2) at the preasure 3 kg/cm² and the point resistance (q)i

S=0,021q ♦ 1,02    (6)

The ooefficient of correlation ls 0*83 that shows a rather close relationshlp between these two charaoteris* tics*