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CODE No.:10BT60106
SREE VIDYANIKETHAN ENGINEERING COLLEGE(An Autonomous
Institution, Affiliated to JNTUA, Anantapur)
III B.Tech II Semester (SVEC10) Supplementary Examinations
January - 01!
FOUNDATION ENGINEERING[ Civil Engineering ]
Time: 3 o!r" #$% #$r&": '0An"(er $n) FI*E +!e",ion"
All +!e",ion" -$rr) e+!$l m$r&"
1. a) Explain "hat is meant #y $istur#e$ an$ un$istur#e$
samples. %o" the $e&ree o'
$istur#ance is measure$
#) rite $o"n the $esi&n consi$erations o' open $ri*e
sampler.
. a) + retainin& "all, m hi&h, "ith a smooth *ertical
#ac, retains a clay #ac'ill
"ith c1/ 1 /m, 1/ 100an$ 2 / 1 /m3. Calculate the total acti*e
thrust
on the "all assumin& that tension cracs may $e*elop to the
'ull theoretical $epth.#) Explain Culmann3s &raphical metho$
'or estimatin& acti*e earth pressure.
3. a) hat is retainin& "all 4iscuss a#out the *arious types
o' retainin& "alls.
#) + trape5oi$al masonry retainin& "all 1m "i$e at top an$
6m "i$e at its #ottom is
!m hi&h. The *ertical 'ace is retainin& soil (7/60 0) at
a surchar&e an&le o' 00
"ith the hori5ontal. 4etermine the maximum an$ minimum
intensities o' pressure
at the #ase o' the retainin& "all. 8nit "ei&hts o' soil
an$ masonry are 0 /m3an$ !/m3respecti*ely. +ssumin& the
coe''icient o' 'riction at the #ase o' the
"all as 0.!, $etermine the 'actor o' sa'ety a&ainst o*er
turnin&.
. a) Explain the metho$ o' Bishop3s simpli'ie$ metho$ 'or
sta#ility analysis o' slopes.
#) + cuttin& is ma$e 10m $eep "ith si$es slopin& at : in
a clay soil ha*in& mean
un$raine$ shear stren&th o' 0 /man$ mean #ul $ensity o' 19
/m3.
4etermine the 'actor o' sa'ety un$er un$raine$ con$itions
&i*en the 'ollo"in&
$etails o' the impen$in& 'ailure circular sur'ace.
The centre o' rotation lies *ertically a#o*e the mi$$le o' the
slope. :a$ius o' 'ailure
arc1;.m.The $eepest position o' the 'ailure sur'ace is .m #elo"
the #ottom sur'ace
o' the cut. +llo"ance to #e ma$e 'or tension cracs
$e*elopin& to a $epth o' 6.m 'rom
sur'ace. +ssume that there is no external pressure on the 'ace
o' the slope.
2. a) hat are the points to #e ept in consi$eration 'or
locatin& o' $epth o' 'ootin&
#) + continuous 'ootin& o' "i$th .m rests 1.m #elo" the
&roun$ sur'ace in clay.
The uncon'ine$ compressi*e stren&th o' the clay is 10/m.
Calculate the ultimate
#earin& capacity o' the 'ootin&, "hen there is no e''ect
o' "ater ta#le an$ "hen
"ater ta#le reaches &roun$ sur'ace. Tae / 1/m3, "$, /
0/m3.
6. a) rite the notes on allo"a#le settlements o' *arious
structures.
#) The 'ollo"in& $ata is o#taine$ 'rom a plate loa$ test on
;0 ;0 cm plate0 9;0 100 1!!0 1;0Settlement (mm) 0.0 .0 .0 >. 1.0
1;.0 6.0 .0
=lot a lo&-lo& &raph an$ estimate the ultimate
#earin& capacity o' the soil.
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'. + &roup o' 9 piles "ith 6 piles in a ro" "as $ri*en into
so't clay exten$in& 'rom
&roun$ le*el to a &reat $epth. The $iameter an$ the
len&th o' the piles "ere 60 cm
an$ 10m respecti*ely. The uncon'ine$ compressi*e stren&th o'
the clay is >0 =a.
I' the piles "ere place$ 90 cm center to center, compute the
allo"a#le loa$ on
the pile &roup on the #asis o' a shear 'ailure criterion 'or
a 'actor o' sa'ety o' ..
4. a) hat are 3Tilts an$ Shi'ts3 hat are the reme$ial measures
to control these
#) Setch a complete$ "ell 'oun$ation 'or a Bri$&e pier.
In$icate the *arious
components an$ their 'unctions.
