3rd seminar.pptx

7/26/2019 3rd seminar.pptx

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WELCOME TO MYPRESENTATION

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MANDALAY TECHNOLOGICAL UNIVERSITY

DEPARTMENT OF CIVIL ENGINEERING

Study on Performane of P!"e Foundat!on!n Hor!#onta" and S"o$!n% Ground

3rdSeminar

(17.5.2016)

Su$er&!'ed (yDr) *ay T+,e TunA''o!ate Profe''orDe$artment of C!&!"

En%!neer!n%

Pre'ented (yM% -!n *o L!nnME)CSE./0

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Out"!ne of Pre'entat!on

o Introdut!on

o O(1et!&e'

o

So$e of t+e 'tudyo Ca'e Study and Ana"y'!' re'u"t'

o Future P"an

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Introdut!on

o A foundation is the most important part of the engineering

system.

o The foundation is that transmits the loads to the underlying

soil.

o The design of foundation must be considered depending upon

the superstructure of loads, geological conditions of soil, the

behaviors of earthquake and wind loadings and other

considerations.

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o If the building is rested on a weak soil formation which cannot

resist the loads coming from the proposed building, we have

to choose pile foundation.

o The soil-pile interaction mechanism in a sloping ground is

different from that in a horizontal ground.

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O(1et!&e'

o To compare the lateral capacity of pile in horizontal and

sloping ground

o To find the effect of pile diameter on lateral capacity of pile

in horizontal and sloping ground

o To find the effect of pile length on lateral capacity of pile in

horizontal and sloping ground

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So$e of t+e Study

o A twelve-storyed reinforced concrete building is considered

in seismic zone .

o !ynamic analysis of superstructure is designed with the

application of "TA#$ computer software.

o %or the building design, '-() for loading and A'I *+-

(( for design is used.

o $oil parameters for substructure system are taken from soil

report.

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o The foundation design will be studied at /012,/0+2

sloping ground and horizontal ground.

o The pile foundation design will be carried out by using

A334I3" $oftware.

o The behavior of pile foundation under seismic load are

considered by the help of 43A5I$ $oftware.

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Pro2"e of t+e Pro$o'ed 3u!"d!n%

Type of $tructure 01-storeyed 6.' #uilding 3ocation 0$eismic 7one *

Type of 8ccupancy 02otel

$hape of #uilding 06ectangular shape

$ize of #uilding 03ength 9 +: ft

0;idth 9


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3D View of Proposed Building10


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Sta(!"!ty C+e4!n% for Pro$o'ed 3u!"d!n%

Checking X-direction Y-direction Limit Remark

$liding +. +. .= $atisfied

8verturning

>oment:.)= =.1< .= $atisfied

$tory !rift .=(=)( .) 1. $atisfied

4-? "ffect :.::11+= :.::1:) :.::1+=+ $atisfied

Torsional

Irregularity.: .: .1 $atisfied

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A""o,a("e 3ear!n% Ca$a!ty of t+e So!"

The bearing capacity of soil is the ma@imum average contactpressure between the foundation and the soil. &ltimate bearing

capacity is the ma@imum pressure which can be supported

without failure. Allowable bearing capacity is the ultimate bearing

capacity divided by a factor of safety.

The allowable bearing capacity is calculated by the following

three "quations0

. >eyerhofs "quation,

1. 2ansens "quation and

+. /esics "quation

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Re'u"t' of A""o,a("e 3ear!n% Ca$a!ty

Arthur q all: (ton / ft2)

>eyerhof .1

2ansen .

/esic .:

The average allowable bearing capacity 9 .( tonBft1

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The average allowable bearing capacity 9 .( tonBft1

The unfactored column load of superstructure 9 1=


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Unfatored Co"umn Load

4oint&nfactored 'olumn

3oads *kips4oint

&nfactored 'olumn3oads *kips

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PointUnfactored Column

Loads (kips)Point

Unfactored ColumnLoads (kips)

+ =.)+ = +.


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Determ!nat!on of Load Ca'e'

Point Interval

Critical

Unfactored

Column Loads

(kips)

emark

1!1"!1#!1$!1%!1&!1'!2!21!2"!2#!2$!2%!2&!2'!!1!

2!!"!$!%!&!'!"!"

1!"2!"!""!"&!"'!#!#1!#2!

#!#"

::D


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!"pe # $

ile *iameter (ft) 1 1ile Length (ft)


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E5et of S"o$eRat!o on P!"e +ead De6et!on

./)78E.89

./):8E.89

./);8E.89

./)88E.89

.0)88E.8:

.7)88E.8:

.:)88E.8:

.;)88E.8:

8)88EE.8:.:)9>E.8:

.9)8=E.8:

./):?E.89

./);?E.89

.0)0/E.8:

Deflection(in)

0+e-1

0+e-2

4ile head deflection increase with increase in slope ratio.


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E5et of S"o$e Rat!o on To$ Moment

8)88E


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E5et of P!"e D!ameter on P!"e Head De6et!on

#V$ *loping +round

./)78E.89

./):8E.89

./);8E.89

./)88E.89

.0)88E.8:

.7)88E.8:

.:)88E.8:

.;)88E.8:

8)88EE.8:

.;)79E.8:./)=?E.8:

./):?E.89

.?)7:E.8:

Deflection(in)

0+e-1 0+e-2


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#V3 *loping +round

./):8E.89

./);8E.89

./)88E.89

.0)88E.8:

.7)88E.8:

.:)88E.8:

.;)88E.8:

8)88EE.8:

.;);7E.8:./)97E.8:

./);?E.89

.7)=>E.8:

Deflection(in)

0+e-1 0+e-2


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ori,ontal +round

.>)88E.8:

.0)88E.8:

.?)88E.8:

.7)88E.8:

.=)88E.8:

.:)88E.8:

.9)88E.8:

.;)88E.8:

./)88E.8:

8)88E)=8E.8=

.0)0/E.8:

.:)=:E.8:

Deflection(in)

0+e-1 0+e-2

4ile head deflection is found as decrease with increase in pile

diameter for all ground conditions.


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8)88E


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8)88E


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8)88E


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./)78E.89

./):8E.89

./);8E.89

./)88E.89

.0)88E.8:

.7)88E.8:

.:)88E.8:

.;)88E.8:

8)88E


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./):8E.89

./);8E.89

./)88E.89

.0)88E.8:

.7)88E.8:

.:)88E.8:

.;)88E.8:

8)88E


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.>)88E.8:

.0)88E.8:

.?)88E.8:

.7)88E.8:

.=)88E.8:

.:)88E.8:

.9)88E.8:

.;)88E.8:

./)88E.8:

8)88E


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8)88E


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#V3 *loping +round

8)88E


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ori,ontal +round

8)88E


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Con"u'!on

. 3ateral deflection and moment increase with increase in slope ratio.;hen /012 slope decrease to /0+2 slope, pile head deflection

decrease to G and top moment decrease to =G. ;hen /012 slope

decrease to horizontal ground, pile head deflection decrease to :G

and top moment decrease to


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Future P"an

o #ehavior of pile foundation in horizontal and sloping ground

considering seismic effect will be evaluated by the help of

43A5I$ $oftware.


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THANK YOU FOR YOUR ATTENTION

Documents

3rd seminar.pptx