IFS Civil Engineering 2012 PAPER 1

8/9/2019 IFS Civil Engineering 2012 PAPER 1

1/12


2/12

\

Section

A

1. a) i) Explain principle of superposition with

an example. 4

ii) State the nature

of

failure

of

columns

with the relevant equations related to

stress.

4

b) Draw qualitatively without any calculatio.l_l ,

the deflected shape and BM diagram for any

two of the following structures :

8

i)

Hinge Roller

ii)

/unit

length

I

Hinge

Hinge

D-GT-M-DFA

2

Contd.)

www.examrace.co


3/12

(ii

i)

.

p

p

A

a

L

++

L

(c

)

Gen

era

te

the

stif

fne

ss

mat

rix

for

th

e b

eam

ele

men

t s

how

n in

t

he fo

llo

win

g fi

gur

e fo

r th

e

d

egre

eso

ff

reed

om

1

2a

nd3

.

8

G

EI c

onst

anf

~ k

1

~

~

(d)

A

c

ohe

sion

les

s s

oilh

as

a

pe

rm e

abil

ity

of

003

em

/s

eca

t a

voi

d ra

tioo

f

032

. M

ake

th

e

predictions for the permeability of this s

oila

t

a

vo

id r

atio

of

04

2 a

cco

rdin

g to

fu

ncti

ons

of

v

oid

rati

o t

hat

are

pro

pos

ed.

'

4

+4

(e

)

(i)

A

pe

lton

w

hee

l

dev

elop

s

pow

er

of

44

70

k

u

nde

r a

hea

d o

f

12

2 m

at

a

spee

d o

f

200

r.p

.m.

A

ssum

e

v

=

9

8,

=

04

6,

effi

cien

cy

= 8

8

an

d w

he

el

diameter

to

j tdiameter ratio

of

9. Find

t

hed

isc

harg

e r

equ

ired

, di

ame

ter o

fw

hee

l

and

dia

me

ter-

ofj

et a

nd

num

ber

of

je t

s.

D

-GT

-M -

DF

A

3

(C o

ntd

.)

www.examrace.co


4/12

2

.

(a

)

(

ii)

F

o

r

a

w

id

e

h

or

iz

on

ta

l

R

e

cta

ng

u

la r

c

ha

nn

el

, a

ss

um

i

ng

C

h

ez

y s

c

oe

ft

ic

ien

t

to

be

co

ns

ta

nt

in

G

V

F

Prove t hat

x

=

c

y

]

c

o

ns

ta

nt

g

y

~

w

he

re

y

i

s d

e

pth

o

ffl

ow

a

n

d

c

is

th

e

cr

iti

ca

l

de

pt

h.

4

+4

4

M

N

4

00

kN

.

i

.r

ff

.

l

5

m

m

f

25

0m

m

MN

z

A

m

eta

lli

c

ba

r

25

0

m

m

x

10

0

m

m

x

50

m

m

is

lo

a

de

d

as

sh

ow

n

in

th

e a

bo

ve

f

ig

ure

.

W

or

k

ou

t

th

e

c

ha

ng

e

in

vo

lu

m

e.

W

h

at

s

ho

ul

d

be

th

e

c

h

an

ge

t h

a

t s

ho

ul

d

be

m

a

de

i

n t

he

4

M

N

l

oa

d

in

order that there s hould

b

e

n

o

ch

an

g

e

in

th

e

vo

lu

m

e

o

fth

e

b

ar

?

A

ss

um

e

E

-:2

x

P

N

/m

m

an

d

Po

is

so

n

s

ra

tio

=

0

25

.

1

5

D-

G

T-

M

-D

FA

4

(C

o

ntd

.)

www.examrace.co


5/12

b)

A crane chain having an area of 7

25

cm2

carries a load

of

15 kN. As it is being lowered

at a uniform rate

of

50 m per minute,

the

chain

gets jammed suddenly, at which time the

length

of

chain unwound is 12m. Estimate the

stress induced

in

the chain due

to

the sudden

stoppage. Neglect

the

weight

of the chai n.

Assume E 21

x loS

N/mm2.

10

c) Find the diameter of a solid cylindrical shaft

subjected to 100 rpm

and

transmitting 350 kW

power, wherein the shear stress not to exceed

90 N/mm

2

.

What per cent saving

in

weight would

be

obtained if this shaft is replaced by a hollow

one, whose internal diameter equals to 065

of

the external diameter, the length, the material

and maximum shear stress being the same.

15

3. a) Design a reinforced concrete beam

of

rectangular section

to

carry a superimposed

load

of

32 kN m over an effective span of 8

m.

Overall depth of beam is restricted

t

650 mm

for architectural reasons. Width

of

the beam is

300 mm. Effective cover to reinforcement is

50

mm.

M

20

concrete and Fe 415 steel are

used. Use limit state method.

0-GT-M-DFA

Contd.)

www.examrace.co


6/12

Mo

difica

tion f

actor

1

) f

or d

iffere

nt pe

rcenta

ge

o

f

te

nsion

stee

l p

1

)

P,

K

0

6 07

08

0

9

10 1-1

12

13

14

15 1

6

1-16

I

-ll 107

1

03 I

09

8 095

0

94 0

92 0-90

08

9

M o

difica

tion f

actor

Kcfo

r

dif f

erent

perce

nt' gi

o

f

comp

ressi

on ste

el fie>

p,

015

02 0

3

0 4

0

5

0

6 07

0

8

0

9

10

Kc

105

1-

)6

1

09 112

114

117

11

9 12

1

123

127

Desi

gn sh

ear st

rengt

h Tc fo

r co

ncret

e

of

M

2

gra

de.

of

sle

el

0,9

1

0

). )

1-2 1

-3 1

4

1

5

1-6

-r

N

/sq.mm

0

-6 0-6

2 0-6

4 0-66

0-68

0

-7

0-

72 0-7

3

20

b

)

A

r.c. re

tainin

g wa

ll is

requir

ed

to

retai

n eart

h

for a height

of

4

m above ground level. Top

s

urfac

e

o

f

the

earth

retai

ned

is ho

rizon

tal.

D

ensit

y

of

e

arth

is

18

kN /c

u.m

and th

e an

gle

of

re

pose of

t

he so

il is 3

0.

Safe

bea

ring

c

apac

ity

o

f

soil i

s200

kN

sq.m

and c

oeffic

ient

o

f

fricti

on b

etwee

n co

ncrete

and

earth

=

0

6.

Se

lect s

uitabl

edim

ensio

ns fo

r the

comp

onen

ts

of

the

retain

ing w

all a

nd ch

eck t

he sta

bility

of

the wall. Design the vertical stem only using

M

20

con

crete

and

Fe 415

st

eel.

Provi

de a

sketc

h ind

icatin

g th

e re i

nforc

emen

ts in

the

stem

.

20

0

-GT-

M -DF

A

6

C

ontd

.)

www.examrace.co


7/12

4.

(a)

A 80 m high retaining wall supports a soft

saturated clay as backfill. The shear strength

parameters obtained in undrained conditions

were

u =

195

kN/m

2

and

lflv =

0. If unit

weight

of

soil is

18

kN/m

3

.

Find

(i) The maximum depth of tensile crack

5

(ii) The active force before the tensile crack

occurs 5

(iii) The active force after the occurrence of

tensile crack 5

0

(b) Design a square pile group to carry a load of

400 kN in a clay strata with unconfined com

pressive strength of 60

kN/m

2

. The piles are

30 em in diameter and 60 m long. Adhesion

factor may be taken as 58 IS

(c) A 115 m high embankment is inclined on

sides at angle 30 to the horizontal.

f

the

shear strength parameters of

the soil are

=

20. kN/m2 and

1 1

=

20, determine the

factor

of

safety available against slope failure.

The unit weight

of

soil is 20 kN/m3. The value

of

Sn from Taylor Chart for

1 1

= 0 and

f

=30

is 0025.

10

Section B

5. (a) A pretensioned beam 240 mm wide and

300

mm

deep is prestressed by

12

No. H.T.

wires each

of

7 mm diameter initially stressed

to 1200 N/mm2 with their centroid located

D-GT-M-DFA

7

(Contd.)

www.examrace.co


8/12

(b)

-

1

00

mm

fr

om

th

e s

offit

. E

stim

ate

th

e f

inal

p

erc

enta

ge of

los

s of

s

tres

s d

ue

to

ela

stic

sho

rten

ing

, cr

eep

of

co

ncr

ete

, sh

rin

kag

e o

f

con

cre

te a

nd

rela

xat

ion

of

H.

T. s

teel

on

th

e

b

asi

s of

fo

llow

ing

da

ta:

E

=

210

kN

/mm

2,

=

5 k

N

mm

2

,


9/12

(c) Explain soundness

of

cement and describe the

procedure

to

determine the soundness

of

cement. 8

6

(d) Establish the relationship for shear strength

in

case

of

Vane

shear test.

T _ 2T

nd

3

h+dl3)

where h is height

of

vane

d is the diameter of vane

Tis

torque

T

is shear strength

of

soil 8

(e) Give at leas t two important uses and limita

tions

of

flow nets. Name four approximate

methods

of

Drawing flow nets. 8

(a)

. "ge

A

lm

c

15

it

9

:

m

m

4m

.

m

14

I

Draw influence line diagrams for the vertical

reaction at support B and BM and SF at section

m

of

the beam shown

in

the above figure using

MUller-Breslau principle or otherwise. Plot the

values

of

the ordinates at

few

sections along the

beam. Calculate the maximum values

of

the

above functions when 2 wheel loads

of

5 kN

each placed I m apart cross the beam.

15

D-GT-M-DFA

9

(Contd.)

www.examrace.co


10/12

(

b)

P

A ~ ~

- -

~ =

s -

- ~

c ~

~ ~ D

a

a

Ca

lculat

e the

col

lapse

load

for

the

beam

sh

own

in the

abov

e fig

ure by

bot

h me

chani

sm

metho

d an

d stat

ical m

etho

d.

Assu

me th

e bea

m

to

be o f

const

ant se

ction

, the

fully

plas

tic-m

omen

t bein

g MP

2

5

7

(a) Arectangular channel 3m wide and

8

metre

d

eep

discha

rging

18

m

/se

c, su

ddenl

y has

its

d

ischa

rge r

educe

d

t

o

12 m

3

/sec

at t

he do

wn

strea

m en

d.

Com

pute

the

speed

and

heig

ht o f

the

surge

movi

ng

D/s

1

0

(b)

Give

at l

east te

n p

racti

cal a

pplic

ations

o

f

hy

draul

ic jum

p.

10

(

c) A

four

stage

reci

proca

ting p

ump ha

s c

ylind

ers

of 40

0 m

m dia

mete

r and

stro

ke o f

600mm

each.

The

pum

p has to

deliv

er 0

5 m

3

/ sec

o f wa

ter a

tan

elevat

ion of

300

m a

bove

the

s

ump

level

. The

frict

ion l

oss in

deli

very

and

su

ction

pipe

s are

25

and

5 m

etres

. Ta

ke

velocity

of

water in deli

very

pipe

as

2

m/

sec,

e

fficien

cy

08

and s

lip is

2 .

Com

pute

the

speed

and

pow

er req

uired

to

d

rive th

e pu

mp.

10

D-G

T-M -

DFA

10

(C o

ntd.)

www.examrace.co


11/12

(d)

Sh

ow

tha

t fo

ra

hyd

rau

lic

jum

pin

a h

ori

zon

ta l

fr

ictio

nle

ss

rect

ang

ular

ch

ann

el

F

r

8

_

__l

r

;::

==

:::;

.;r

rr

[

- t

~ I

8 F

r r

f

0

8. (

a)

A

no

rma

lly

co

nso

lida

ted

cla

y s

trat

um

wi

th

liqu

id

lim

it of

4

2%

an

d 6

4

m t

hick

nes

s i

s

loc

ated

at

a d

epth

of 9

5

m

bel

ow

the

pre

sen

t

exi

stin

g g

roun

d s

urf

ace.

Th

e c

lay

has

na

tu ra

l

moi

stur

e c

ont

ent o

f

35%

a

nd

has

a s

pec

ific

g

rav

ity o

f

26

8. T

he

sub

so il

co

nsis

ts o

fv

ery

fine sandbetween the groundsurfaceandclay.

Th

e w

ate

r ta

ble

is

lo ca

ted

at

35

m b

elo

w t

he

gr

oun

d s

urfa

ce.

Un

it w

eig

ht o

fs

and

ab

ove

the

w

ater

tab

le

is

1

8

kN

/m

3

.A

ver

age

sub

me

rged

un

it w

eig

ht o

f

s

and

is

kN

/m

3. A

n

ew

bui

ldin

g is

to

be

c

on

stru

cted

at

the

gro

und

lev

el a

nd

it ex

ert

s an

effe

ctiv

e

in cr

ease

d

ove

rbu

rden

p

ress

ure

on

clayby 40 kNfm2.

E

stim

ate

th

e se

ttle

me

ntof

bu

ildi

ng.

10

(b)

(i

) C

rud

e o

il i

s to

be

pu

mp

ed

at a

rat

e of

1

8

m

3

/hr

t

hrou

gh

a

100

m

etre

lo

ng

pip

e o

f

diam

ete

r 0

3

m.

Th

e d

eliv

ery

poi

ntof

th

e p

ipel

in e

is5

me

tre

ver

tica

lly

abo

ve

the

e

ntry

p

oin

t.

The

sp

eci

fic

gravity

of

the crude oil i

s eq

ual

to

08

6

and

ki

nem

atic

vi

sco

sity

is

01

35X

J

0

m

2

/s

ec.

Ca

lcul

ate

D

-G

T-M

-D

FA

1

1

(C

ontd

.)

www.examrace.co


12/12

I) M

axim

um

veloc

ity of

the

oil in

the

ptpe

(

II)

The f

rictio

nal h

ead lo

ss

I

II)

The

pow

er re

quire

d

to pum

p the

oil

(i i

) Ex

plain

the

signif

icanc

e of

K n

udsen

nu

mber

.

(i ii)

Dis

tingu

ish b

etwee

n pr

e-ten

sione

d an

d

pos

t-tens

ioned

p

re-str

essed

co

ncret

e

cle

arly

descr

ibing

the

step

by

ste

p

pro

cedur

es in

volve

d.

I 0

(c)

i) Ex

plain

latera

lly u

nsupp

orted

beam

s.

5

(ii) Two channels

of

ISMC400 at 49-4

kg m

pla

ced

back

to

back

are

used

as

a

late

rally

supp

orted

beam

ove

r a s

pan of

6

0 m (

simp

ly sup

porte

d). It

is su

bject

ed

to

a

J

l.

d

I

of

I t

m and

two

conce

ntrat

ed

loads

of

each

at I 3

poin

ts. f

P =

1

600

kg

/cm 2

find

a

nd al

so th

e m a

xim u

m

defle

ction

in the

beam

.

0-

G T-M

-D F

A

Find

an

equivalent 1-Beam to support the

sa

me lo

ad ov

er th

e sam

e spa

n. Co

m me

nt

on

the

effi

ciency

of

the

secti

ons

in

0

r

esisti

ng th

e loa

ds.

0

P

rope

rtiesof

th

e cha

nnel

sectio

n IS

M C

400

:

=7

541

cm3

=

150

828 c

m

4

. u

Pro p

erties

o

f 1

-Beam

-ISL

B 50

0 at

75 k

g /m .

xx

=

385

79 c

m

4

Zxx =

1

5432

cm

4

5

2

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IFS Civil Engineering 2012 PAPER 1

Documents