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FAILURE OF QAYYUM AVENUE
IN THE NAME OF ALLAH
THE BENEFICIENT, THE MERCIFUL
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GEOTECHNICAL
CONSIDERATIONS
IN DESIGN OF
PILE FOUNDATIONS
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PRESENTATION DELIVERED BY:
MUHAMMAD JAVED 2K4-SOIL-MUHAMMAD TARIQ 2K4-SOIL-USMAN ALI 2K4-SOIL-!
PRESENTATION DELIVERED TO:
PROFESSOR YAQOOB
MS" SOIL MECHANICS # FOUNDATION ENGG 2004-2005
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FAILURE OF QAYYUM AVENUE
INTRODUCTION TO PILE FOUNDATIONS
CONDITIONS DICTATING USE OF PILES
CLASSIFICATION OF PILES
CLASSIFICATION BASED ON MATERIALS
ESTIMATION OF PILE LENGTH
GEOTECHNICAL INVESTIGATIONS
SEQUENCE OF PRESENTATION
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FAILURE OF QAYYUM AVENUE
ESTIMATION OF PILE CAPACITY
PILE LOAD TEST
PILE GROUPS # BEARING CAPACITY OF
PILE GROUPS
QUESTIONS $ ANS%ERS SESSION
SEQUENCE OF PRESENTATION
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INTRODUCTIONINTRODUCTION
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INTRODUCTION
Piles are the col!"ar ele!e"ts i" the
#o"$atio"s %hich ha&e #"ctio" o# tra"s#erri"'
loa$s #ro! s(er strctre thro'h %ee)
co!(ressi*le strata or thro'h %ater o"to
sti##e"e$ or !ore co!(act a"$ less
co!(ressi*le soils+
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The !a *e re-ire$ to carr (li#t loa$s %he"
se$ to s((ort tall strctres s*.ecte$ to
o&ertr"i"' #orces #ro! %i"$ or %a&es+
Piles se$ i" !ari"e strctres are s*.ecte$ to
lateral loa$s #ro! the i!(act o# *erthi"' shi(s
a"$ #ro! %a&es+
INTRODUCTION
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Co!*i"atio"s o# &ertical a"$ hori/o"tal loa$s
are carrie$ %here (iles are se$ to s((ort to
s((ort retai"i"' %alls, *ri$'e (iers a"$
a*t!e"ts a"$ !achi"er #o"$atio"s+
INTRODUCTION
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CONDITION0 DICTATIN1 U0E OF PILE0
%&'( )&' *++', ./ 1', 3 /
&/& ".6+,'/7' 1(8 ).. '1
). *++.,) )&' .18 ),1(6/))'8
7 )&' *+',),*")*,'; +/' 1,'
*'8 ). ),1(6/) )&' .18 ).
*(8',/( 7'8 ,." 1 &.( /(
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CONDITION0 DICTATIN1 U0E OF PILE0
%&'( 7'8 ,." / (.) ."1)'8 1)
,'1.(17' 8'+)&; +/' 1,' *'8 ).
,18*1 ),1(6/) ),*")*,1 .18 ).
)&' ./= T&' ,'/)1("' ). )&'
1++/'8 ),*")*,' .18 / 8',/>'8
61/(
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CONDITION0 DICTATIN1 U0E OF PILE0
2he" s*.ecte$ to hori/o"tal #orces, (iles
#o"$atio" ca" resist * *e"$i"', %hile still
s((orti"' &ertical loa$s tra"s!itte$ * the
s(erstrctre+ This sitatio" is 'e"erall
e"co"tere$ i" the $esi'" a"$ co"strctio" o# earth
retai"i"' strctres a"$ #o"$atio" o# tall
strctres that are s*.ecte$ to hi'h %i"$ a"$ earth
-a)e #orces
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CONDITION0 DICTATIN1 U0E OF PILE0
In many cases, expensive and collapsible soils may be
encountered at the site, the soil may extend to a great
depth below the ground surface. Expansive soil swells
and shrinks depending on increase or decrease of
moisture content. The swelling pressure of such soils
can be considerably high. Pile foundations are best
alternate when piles are extended beyond the active
zone, which undergo swelling and shrinking.
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CONDITION0 DICTATIN1 U0E OF PILE0
F.*(81)/.( .< *"& ),*")*,';
*"& 1 ),1(6//.( ).', .? to @? !+
I" or$er to -ali# #or se as a (ile, the ti!*er shol$
*e strai'ht, so"$, a"$ %ith ot a" $e#ects+
Pile ti(s shol$ "ot ha&e a $ia!eter less tha" >?!!+
The (iles ca(acit is li!ite$ to @3? to"s as these
(iles ca""ot %ithsta"$ har$ $ri&i"' stress+
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TIMBER PILE0
The allowable load carrying capacity of wooden piles
may be given as
Q all 9 A( #%
!here,
A( 9 /verage area of xsection of pile#% 2 /llowable stress for the timber
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ESTIMATION OF PILE LENGTH
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ESTIMATION OF PILE LENGTH
0electi"' the t(e o# (ile to *e se$ a"$ esti!ati"'
its "ecessar le"'th is #airl a $i##iclt tas) that
re-ires a 'oo$ .$'!e"t+
Piles ca" *e $i&i$e$ i"to three !a.or cate'ories$e(e"$i"' o" their le"'th a"$ !echa"is! o# loa$
tra"s#er to the soil+
POINT BEARIN1 PILE0
FRICTION PILE0
COMPACTION PILE0
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I# *e$ roc) or roc)3li)e !aterial is locate$ at a 'i&e" site
%ith i" a reaso"a*le $e(th that has *ee" %ell
esta*lishe$ * soil3*ori"' recor$s, (ile ca" *e
e7te"$e$ to the roc) laer+
I" this case, the lti!ate ca(acit o# the (iles e"tirel
$e(e"$s o" the loa$3*eari"' ca(acit o# the #ir!
!aterial+
I" !ost o# the cases, the "ecessar le"'th o# the (ile
ca" *e #airl %ell esta*lishe$+
POINT BEARING PILES
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I"stea$ o# *e$roc), i# a #airl co!(act a"$ har$ strat!o# soil is locate$ at a reaso"a*le $e(th, (iles ca" *e
e7te"$e$ a #e% !eters i"to the har$ strat!+
For these t(es o# (iles, the lti!ate (ile loa$ ca" *e
e7(resse$ as+B
@+? B
CL
?+Q
?+@Q
B
>+B
@+? B
The e7te"t o# e7(loratio" is "ot
li!ite$ solel * the /o"e o#
i"#le"ce * the loa$e$ (iles,
*t is li!ite$ o" other #actors ,
'ro"$%ater re'i!e, hi'hl
hetero'e"eos soil co"$itio"s
or the e##ects o# (ili"' o"
a$.ace"t strctres+
The /o"e o# i"#le"ce is a 'oo$
starti"' (oi"t, si"ce it -ali#ies
to so!e $e'ree the lateral a"$
&ertical e7te"t o# the stresse$
/o"e+
For isolate$ (ile 'ro(s "$er a
si"'le col!" #or i"sta"ce6, the
stress /o"e *ase$ o" the s(rea$
o# loa$ co"ce(t is relati&el
!ch shallo%er as sho%"+
DEPTH OF E;PLORATION
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DEPTH OF E;PLORATION
DEPTH0 BELO2
BA0E OF PILE0
B@
DEPTH0 BELO2 FOUNDATION
B
>+B
@+? B
CL
?+Q
?+@Q
B
>+B
@+? B
A si"'le (ro&i"' *ore hole
shol$ *e ta)e" i" this case
to a $e(th i" access o# @T+
I" or$er to e"sre that
("chi"' thro'h a
relati&el stro"' strat!
i"to a %ea)er strat! ca"
"ot occr+
Roc) *eari"' strat! at the
ti( o# e"$ *eari"' (iles
shol$ *e a$e-atel
i"&esti'ate$ (articlarl%here hea& col!" loa$s
are to *e tra"s!itte$ to
si"'le or s!all 'ro(s o#
hi'hl loa$e$ (iles+
DEPTH OF E;PLORATION G 1ROUND 2ATER CONDITION0
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DEPTH OF E;PLORATION G 1ROUND 2ATER CONDITION0
2here (iles are to *e #o"$e$ i" a *eari"' strat! o# li!ite$ thic)"ess, a lar'e
"!*er o# *ores(ro*i"' are i!(lie$ (ossi*l s(ace$ o" a close$ 'ri$+
I" 'ro"$ co"$itio"s %hich are )"o%" to *e o# hetero'e"eos "atre a -ali#ie$
'eolo'ist shol$ *e i"&ol&e$ %ith the %or) #ro! a" earl sta'e+
The i"&esti'atio" o# 'ro"$ %ater co"$itio"s is (erti"e"t as it !a i"#le"ce the
choice o# (ile t(e a"$ rate o# %ater i"#lo% that !a occr $ri"' the i"stallatio" o#
co"&e"tio"al *ore$ (ile+
O*ser&atio" o# the i"'ress o# %ater i"cl$i"' the le&el at %hich %ater see(s a"$
collects shol$ *e !a$e a"$ "ote$+
The hea$s o# %ater recor$e$ * o*ser&atio" i" *ore holes or !easre!e"t o#
le&els i" (ie/o!eters !a *e s*.ecte$ to seaso"al &ariatio"s a"$ i$eall
!easre!e"ts shol$ *e collecte$ o&er a (erio$ o# !o"ths %here the le&els are
collecte$+
Che!ical attac) o# steel or co"crete (iles !a occr $e to $issol&e$ salts i"
aci$ic %ater sch co"$itio"s shol$ *e a$e-atel i"&esti'ate$+
Che!ical tests o" soil sa!(les shol$ also *e carrie$ ot to 'i&e a$$itio"al
i"&esti'atio"+
TYPICAL IN-SITU TESTS #
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THEIR APPLICATION TO PILE DESIGN
IN-SITU TESTS APPLICATION TO PILE DESIGN
VANE TEST
F., 6'1*,'6'() .< *(8,1/('8 ),'()& /( .
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THEIR APPLICATION TO PILE DESIGN
IN-SITU TESTS APPLICATION TO PILE DESIGN
MENARDPRESSUREMETE
R
E)/61)' .< 6.8** .< ./
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ESTIMATION OF PILECAPACITY
E0TIMATION OF PILE CAPACITY
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The lti!ate loa$ carri"'
ca(acit o# a (ile ca" *e
'i&e" * a si!(le e-atio"
as the s! o# the loa$
carrie$ at the (ile (oi"t
(ls the total #rictio"al
resista"ce 40)i" Frictio"6
$eri&e$ #ro! soil3(ile
i"ter#ace as sho%" i" #i'+
i+e+,
Q9 Q( = Qs
Q
Qs
Q(
-
D
L 9 L*
L 9 le"'th o# e!*e$!e"t
L*9 le"'th o# e!*e$!e"t i" *eari"' strat!
ESTIMATION OF PILE
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CAPACITYPOINT BEARING CAPACITY;
Q+:
Accor$i"' to Ter/a'his E-atio", the e-atio" #or lti!ate *eari"'ca(acit is 'i&e" * the e- 4i" 'e"eral6or Depth, 0D,
:c =? @ (0D) (-N/)
=D
E0TIMATION OF PILE CAPACITY
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SOLUTION
F,/")/.(1 ,'/)1("'
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ALLO%ABLE PILE CAPACITY
O("' )&' ).)1 U)/61)' .18-"1,,/( "1+1"/) /
8')',6/('8 7 *66/( )&' +./() 7'1,/( "1+1"/) 1(8
)&'
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Design Example
Re#er to the e7a!(le (ro*le!s, esti!ate the lti!ate
loa$ #or the (iles, si"' a #actor o# sa#et o# +
S0l$2i0n
%U&%P6%S
%U& 7)!6,)! & 88! 9N
% all& %S/ FS & 88!/7 &)7"77
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PILE LOAD TEST
PILE LOAD TEST
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PILE LOAD TEST
BEAM
TE0T PILE
HYDR 5AC
SCHEMATIC DIAGRAM OF PILE LOAD TEST ARRANGEMENT
Fi' sho%s a sche!atic
$ia'ra! o# the Pile Loa$
test arra"'e!e"t i" the
#iel$+
This arra"'e!e"t is #ortesti"' i" A7ial
Co!(ressio"+
The loa$ to the Pile is
aa((lie$ * a H$ralic
5ac)+
PILE LOAD TEST
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PILE LOAD TEST
I" !ost lar'e Pro.ects, a s(eci#ie$ "!*er o# Pile
Loa$ Tests !st *e co"$cte$ o" Piles+
This is (ri!aril *ecase o# the "relia*ilit o#
(re$ictio" !etho$+
Vertical a"$ Lateral Loa$ *eari"' Ca(acit ca" *e
teste$ i" the #iel$+
0te( loa$s are a((lie$ to the (iles a"$ s##icie"t ti!e
is allo%e$ to ela(se a#ter each ste( loa$ so that the
settle!e"t rate reaches a s!all &ale+
PILE LOAD TEST
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PILE LOAD TEST
The settle!e"t o# the (ile is recor$e$ * !ea"s o#
Dial 1a'es+
The a!o"t o# loa$ a((lie$ #or each ste( %ill &er
$e(e"$i"' o" local *il$i"' co$es, !ost *il$i"'
co$es re-ire that each ste( loa$ *e a*ot >th o#
the (ro(ose$ %or)i"' loa$+
A#ter reachi"' the $esire$ (ile loa$, the (ile is
'ra$all "loa$e$+
13/0, #
Fi' sho%s the loa$
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13/0I45
&
ETT1E6E4T
413/0I45
#*
&t $*%&t $+%
&e $*% &e $+%
#+
PLOT OF LOAD Vs TOTAL SETTLEMENT
'
settle!e"t cr&es
#or loa$i"' a"$
"loa$i"'+
For a" 'i&e" loa$
Q, "et (ile
settle!e"t ca" *e
%ritte" as690 t4>630e4>6
72he" Q 9 Q@,
0 "et4@690 t4@630e4@6
2here'
SPACING OF PILES IN PILEGROUP
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GROUPBRITI0H CODE OF PRACTICE @??S@
LEN1TH OFPILE
MINIMUM PILE 0PACIN1 FOR
Frictio" (iles i"sa"$
Frictio" (ile i"cla
Poi"t *eari"'(iles
Less tha" >@ ! D D D
>@ To @ ! D D D
More tha" @ ! D D D
D is the (ile $ia!eter or lar'est si$e+ Pile s(aci"' is !easre$ at (ile ct3
o## le&el, "less ra)i"' (iles are se$, i" %hich case the s(aci"' is
!easre$ at ! *elo% ct3o## le&el
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BEARING CAPACITY OF PILE
GROUP
SECTION VIE%
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PLAN VIE%
BEARING CAPACITY OF PILE
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GROUP
Number of Piles in group = n!
n"
Also #g$ %g
#g= (n&)d ' "(")
%g= (n"&)d ' "(")
BEARING CAPACITY OF PILE
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GROUP
F0r Piles in San::
Q53*4 23((2-28 4D Q*
P((2
%&',':
Q53*4 U)/61)' B=C .< +/' ,.*+
D P/' 8/16')', ., 1,') /8'
P P',/6')', .< )&' -'")/.( .<
BEARING CAPACITY OF PILEGROUP
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GROUP
F0r Pile in ;la3s:
Q* ((239A+C*3+4 +"*L #
Q* L5B5C*3+4N" 2 3L5 B5C*L
C.6+1,/( )&' >1*' .< Q*
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Design Example
Deter!i"e the Allo%a*le Beari"' Ca(acit o# the
'ro( (ile si"' the #actor o# sa#et o# +
Gi#e
"> 9 , "@9 , D 9 ?!!, $ 9 >@@?!! a"$ L 9 >!+
The (iles are s-are i" 73sectio" G e!*e$$e$ i" a
ho!o'e"eos cla %ith C9 ? N!@+
BEARIN1 CAPACITY OF PILE 1ROUP
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SOLUTION
Qu = n1n2 (A!Cu("# $ "%u&L#
A" = ('.')#('.')# ='.' *2
P = (+#('.')# = 1.22 *
A,Cu= -' N/*2 S0 0* 34"5 (Cu6, #
= '.78 ,08
Qu = (+# (# 9(#('.'#(-'# $ ('.7#(1.22#(-'#(1)#:
BEARIN1 CAPACITY OF PILE 1ROUP
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SOLUTION
A%ain fro) E+n, the !lti)ate #lo"' "apa"ity is:
.u/ L%0%1u2p3N"4 5 62L%5 0%31u7L
L% / 2n89 83d 5 6 2D63
/ 2;-838&66 5 )
0% / 2n69 83d 5 6 2D63
/ =-8 8&66 5 )
BEARIN1 CAPACITY OF PILE 1ROUP
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SOLUTION
L0% / 8>6&;> / >&;@
L%0% / =&?@>6&;> / 8&;;
Fro) Graph: N"4 / B&@
0lo"' 1apa"ity / 2=&?@>326&;>3256&;>323
/ 6
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