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8/16/2019 Geotechnical Properties of Soil
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INVESTIGATE THE GEOTECHNICAL PROPERTIES OF
SOIL: A CASE STUDY OF H.U.K. POLYTECHNIC, KATSINA –
NIGERIA
By
Samaila Saleh
Department of Civil Engineering
Hassan Usman Katsina PolytechnicKatsina State Nigeria
May, 20!
8/16/2019 Geotechnical Properties of Soil
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In!"#$%i"n
"eotechnical characteristic of s#$%soil provi&es relevant &ata for
#se as inp#ts in the planning, &esign, costing, constr#ction,
operation an& maintenance of engineering str#ct#res
S#$%soil geotechnical &ata if properly #tilise& can prevent a&verse
environmental impact or str#ct#ral fail#re'prevention of post
constr#ction pro$lems
8/16/2019 Geotechnical Properties of Soil
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S$#& A!ea
(he st#&y area is Hassan Usman Katsina Polytechnic locate& inKatsina City, the capital city of Katsina State of Nigeria)
(he state locate& $'* lat) +0-N an& .+22-N an& long) !+/2-E
an& +20-E) 1t is $o#n&e& $y Niger ep#$lic to the north, $y 3iga*a an&
Kano States to the east, $y Ka&#na State to the So#th an& $y4anfara State to the 5est)
"eology of cretaceo#s se&iments overlap the crystalline roc6s (he area is flat to gently #n&#lating s#rface
(he #n&erlying roc6s are overlain $y coarse san&y -&rift- &eposits (hese soils are easily *or6e& an& *ell s#ite& to crops s#ch as
millet an& gro#n&n#t)
8/16/2019 Geotechnical Properties of Soil
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'ae!ial( an# 'eh"#(
(*elve 728 representative samples *ere collecte& from 2 trial
pits at &epths of )2 to 2)0 m *ithin HUK polytechnic camp#s)
(he la$oratory tests carrie& o#t as per stan&ar& proce&#res are as
follo*s 9
Nat#ral Moist#re Content (est :tter$erg ;imits (ests Specific "ravity (est "rain Si<e :nalysis Moist#re Density elationship an&
C= tests)
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'eh"#"l")&
Na$!al '"i($!e C"nen
(he nat#ral *ater content *as &etermine& #sing stan&ar& proce&#re of 1S 2>20 Part 119 >. $y oven &rying selecte& *et
soil for 2? ho#rs at a temperat#re of 0 @ /0C) (he *ater content of the soil *as comp#te& as the ratio of the
mass of *ater to the meas#re& mass of soli& particles
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'eh"#"l")& %"n..
S*e%i+i% G!ai& Te(
(he specific gravity, " is the ratio $et*een the #nit *eight of soilsoli& an& #nit *eight of eA#al vol#me of &istille& *ater at room
temperat#re of 2> 0C) (he tests for the specific gravity of the soil samples *ere
con&#cte& as per the stan&ar& proce&#re of 1S 2>20 Part 1119 0)
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'eh"#"l")& %"n..
C"n(i(en%& "! Ae!-e!) Limi( Te((
(he *ater contents at *hich soil changes from one state to other are
6no*n as consistency or atter$erg limits)
Li$i# limi, LL
;; is the *ater content at *hich soil changes from liA#i& to the soli&
state)
(he test for the ;; *as con&#cte& as per the stan&ar& proce&#re of 1S
2>20 Part B9 / #sing Casagran&es apparat#s
: c#t *as ma&e *ith a stan&ar& groove an& then the c#p *as &roppe&
from a height of cm #ntil it closes
(his trial *as repeate& *ith &ifferent *ater content an& the *ater
content for 2/ &rops *as fo#n& as the ;;
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'eh"#"l")& %"n..
Pla(i% limi, PL (he test for the P; of the soil sample *as con&#cte& as per the
stan&ar& proce&#re of 1S 2>20 Part B9 / (his test *as carrie& o#t $y a&&ing *ater in soil an& ma&e in to a
$all an& rolle& *ith finger on a glass plate #ntil it cr#m$les at.mm)
1ts then oven &rie& for 2? ho#r an& its moist#re content *as
&etermine& as the P;
Pla(i%i& in#e/, PI (he plasticity in&e *as calc#late& as the &ifference $et*een
liA#i& an& plastic limit of the soils
)
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'eh"#"l")& %"n..
G!ain Si0e Anal&(i(
"rain si<e analysis *as con&#cte& to A#antitatively fin& the &istri$#tion
of the grain si<e of the soil sample)
(he soil samples o$taine& *ere prepare& as specifie& in 1S 2>20 Part 19
. an& the test *as con&#cte& as per 1S 2>20 Part 1B9 /
(he fraction retaine& in the >/ m sieve *as oven &rie& an& then p#t on
the sieve set an& agitate& #sing mechanical sha6er for / min#tes) (he
amo#nt retaine& in each sieve *as *eighe& an& recor&e&
(he grain si<e &istri$#tion of the fraction passing >/ m Sieve *as&etermine& $y performing hy&rometer analysis as per 1S 2>20 Part 1B9
/ stan&ar& proce&#re)
(he res#lts of $oth sieve analyses an& hy&rometer analyses *ere
com$ine& together an& presente& in ta$ an& fig
8/16/2019 Geotechnical Properties of Soil
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Re($l(
0 0 0)0 0) 0
0
20
?0
!0
0
00
G!ain (i0 e( 1mm2
Pe!%ena)e +ine! 132
G!ain (i0e(, D1mm2 Pe!%ena)e +ine! 132
4.56 00
7.89 ?
.; >>
<.9 >.
<.8 !)/
<.6 !>)/<.<56< !!)
<.<9< !2)!
<.<44< !0)
<.<85 //)
<.<77; /.)
<.<94 /)?
<.<7< ?)2
<.<<;6 ?.)
<.<<9< .>)/
<.<<48 .2)?
<.<<8< 2!)
<.<<7< )/
<.<<8 .)/<.<<<4 2)
Ta-le G!ain (i0e anal&(i( !e($l( +"! ("il
Fi)$!e : G!ain (i0e #i(!i-$i"n %$!e "+ ("il
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Re($l( %"n..
'"i($!e Den(i& Relai"n(hi*
(he tests *as performe& as per 1S
2>20 Part B119 0 stan&ar& proce&#re
(he compaction *as applie& $y
&ropping 2)! 6g rammer from a height
of .0 mm in three &ifferent layers
*ith 2/ n#m$er of $lo*s'layer)
(he res#lt of the stan&ar& proctor
compaction test o$taine& is sho*n infig) 2
! 0 2 ? !
)/?
)/!
)/
)!0
)!2
)!?
)!!
'"i($!e %"nen 132
D!& #en(i& 1)=%m82
MDD F )!/ g'cm.
GMC F 2
Fi)$!e 7: C"m*a%i"n %$!e "+ ("il
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Re($l( %"n..
(he C= tests *ere performe&
on the soils samples in
accor&ance *ith 1S 2>20 Part
IB19 > stan&ar& proce&#re)
1t is a ratio 7epresse& in 8 of
force per #nit area reA#ire& to
penetrate a soil mass *ith a
circ#lar pl#nger of /0 mm&iameter at the rate of )2/
mm'min to that reA#ire& for
correspon&ing penetration in a
stan&ar& material)
0 2 ? ! 0 2 ?0
/0
00
Pene!ai"n 1mm2
L"a# 1>)2
Cali+"!nia ?ea!in) Rai" 1C?R2 Te((
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Re($l( %"n..
TRIAL PITNO
@ae!%"nen 132
Li$i# Limi132
Pla(i%Limi 132
Pla(i%i&In#e/ 132
S*e%i+i%)!ai&, G
O'C132
'DD1)=%m82
C?R 132
TP ) 22)/ 2)/ 0)0 2)!/ .)20 )!! ?
TP7 0) ) ?)> ?)? 2)! )/0 )> /
TP8 )/ )0 ) !) 2)>0 0)/. )> /
TP4 ). 22)0 /)0 >)0 2)!! ?)00 )! /2
TP6 0)! 2?)/ .)/ )0 2)! .)00 )!/ ?
TP9 >)2 )! ?)0 ?)! 2)! ?) )!! ?
TP5 ) 2)0 2) ) 2)>2 .)22 )!/ ?
TP; >) ) ) >) 2)!!
2) )> /TP ) )/ /)0 .)/ 2)! .)/! )2 ?
TP< )0 2)> .)> )0 2)! )> )2 ?
TP )/ 2) /) !)> 2)> 2). )! ?
TP7 )0 20)0 2)0 )0 2)>/ 0)!. )> /
Ae!a)e .45 7<.66 8.44 5. 7.9 7.6; .58 67
Ta-le 7: Re($l( "+ ("il *!"*e!ie(
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Di(%$((i"n( "+ !e($l(
:ccor&ing to General Specifcations (Roads and Bridges), vol. II:
1997, “Government o t!e "ederal Rep#$lic o %igeria& , a goo&constr#ction material sho#l& have9
specific gravity ranging from 2)/ to 2)>/)
=oth s#$gra&e'fill an& $ase, the percentage $y *eight passing sieve
7>/Jm8 shall not $e greater than ./, other*ise the material shall $e
reecte&)
(he minim#m strength of $ase co#rse material shall not $e less than 0
C= 7#nsoa6e&8
(he minim#m strength for s#$gra&e'fill shall not $e less than 0 after
at least ? ho#rs soa6ing Lrom these res#lts, soils samples *ere classifie& as per stan&ar& proce&#re of IS:
1'9: 197 as silty san& an& clayey san& 7SM%SC8)
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C"n%l$(i"n
(he st#&y sho*s that soils samples have average val#es of9
• Nat#ral Moist#re Content of )?>
• ;iA#i& ;imit 7;;8 of 20)// ,
• Plastic ;imit 7P;8 of .)?? an&
• Plasticity 1n&e 7P18 of >) )
• specific gravity of 2)!,
• maim#m &ry &ensity of )>. g'cm.,
• optim#m moist#re content of .)?? an&
• C= of /2 )
"enerally, this st#&y has sho*n that the soils samples are s#ita$le for #se
as constr#ction material li6e s#$gra&e an& s#$$ase $#t are not s#ita$le for
#se as a $ase material)