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14. (a)
o)
15. (a)
13. Elplain the flow net fot a two-dirnensional flow (16)
dimensional(4)
Iu a consolidation iest the followilg results were obtailed.
WheL the loadwas changed from 50 kN/ d, to 1OO kN/D2, the void
ratio charged from0.70 to 0,65, Determille the co-efficient of
volume rleoease, and thecompression indel eZ\R-flain the Tri-a-ial
compression test $ith a Deat sLetch. (g)Wlat ale the disadvarteges
of direct ehear tt? (8)
(a) A moiet soil eaBple cobpactd ir a mould of l0o0cmscapacity
ond weight3.5O kg and weight S.B5 kg s,ith the mould. A
reprsentative sample ofsoil take from it has an itritial weight of
18.70 gl ard oven dry wightof 16.91 gE. Determftie (i) watar coatnt
(ii) wet density Gn) dry densrty(iv) void ratio aDd (v) Degrce of
saturation of the sample. (10)
O) If the soil sample is so compreseed a6 to have all air
expelled, whrt willbe the new volume and new dly den6ity? (6)
Or
Erplain the procedure iavolved in vari,able head perneability
tst with atteat sketch. (E)A sample in a variable head permearneter
ie g cm in diaEreter arrd 10 cmhigh. The permeabitity of the sEDple
is estimatad to be 10 x lf cm/eec.If it is desired that the head in
the staidpip should fall froE 24 cm to12 cm in 3 minuteg, determine
the size of the atardpipe, which should beused. (8)Explain tne
folowing.
(i) Vertical stress dist.ibution on a horizontal plane (4)(ii)
Vertical st ess distribution aloDg a vertical plane. $)
A load of 1000 kN acts as a point load at the surface of a soil
Eaas.E6timate the Btreee at a point g E below atrd 4 E away ftoE
the poidt ofaction of the load by Fouseine*q'e formula. Compare the
value with th.result from westergaard'8 theory.
Or
16. (a) Expl,aitr the asaumptiols made in Terzaghis theory of
oneconsolidation-
17. (a)(b)
(b)
o)
(8)
Or
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18. (a) Explai the laboratlry vane sheu test with a eLetsh.
(8)(b) A cylindrical speciEen of a eatrEatd soil faile under an
axial strese of
150 kN/u, in an unconfined comp.ession test. The failure plane
nakeeau aaglo of 52o with the horizort{L Calculate the cohesion and
angle ofintltrAl friction of oil.
f9. Explain the stability of slope analysir usiag Swedish method
of slices for a(16)
20. A caDrl is to b elc.vatpd through a soil with C = l5kN D'?,
C = 20", e=0,9ald G = 2.6?. lte side slope is I in 1. lbe depth of
t,Le canal is 6 Betles.Deiermine the factor of safety with respst
to coheeion when the. calal ruDstull. What will be tbe faqtor of
6afety if the canal ie rapidly emptied? (16)
(8)
coheeive-frictional goil with a neat sLetah.
Or
