IU u


r
C. S. (i1ain) Exam

Io IC·OTNoL-OFAI
k
CIVIL ENGINEERING

6
Paper I

tf Time Allowed: Three Hours I


INSTRUCTIONS

t
Each question ,is printed both in Hin¢i and in English. Answers must be written the medium

t
specified <in the Admisslon Certificate issued to you, whicJ:t, must be stated clearly on the cover ofthe answer-book in the, space jJrovided
w;.-for the purpose. No marks will be ,given for
the answers written in a medium other than
that specified in the Admission Certificate.


Candidates should' attempt Questions no. 1
and 5 which are compulsory, and any three


of the remaining questions selecting at least

one question from each The number of marks carried by each question is indicated at, the end of the question.


t
if'Notations/terms used have< their usual
meanings, unless otherwise indicated.

r
If any data considered insufficient,
suitable value and indicate the same, clearly.


Newton may be, converted' to kg using the
equality 1 kilonewton. kN) 100 kg, if
found necessary.

tzTFf i :.31jJ$lli (f5J tiQFrl,< moo Iff fJrTT

SECTION A

1. A body of mass 1000 kg isa,cted upon by a force of
80 Newtons which increases uniformly until it
becomes 100 Newtons in 4 minutes. If motion
starts from "rest in of force, find the
velocity of the body.at the end of 3 minutes from,
the start' and the distance traversed. 12
A steel rod of length 300 mm and diameter 30 mm,. .. .
is subjected to a pull while the temperature is
lOOoe. lfthe total extension ofthe rodig 0·40 mm,

calculate the magnitude Take for steel ;..
12 x 10-6 per °e and E 0·215 x 1012 N/m2 . 12
I


If the velocity:components of two-dimensional flow ii are
3
2
ux =L3 2x -xy and
3
U xy2-2y--x
y 3
Obtain


Stream -lJ.

Discharge passing between two points and 4). .12





C-DTN-L-DFA 2


.
J
r




1000 kg m ·iR 80 CfiT
{1JIdI C(qitlQH Cfi""{ 4 fl:Rc.q <tt Rm fcro1:r
firs TIRf 31ltq &)«11 m q;r
3 fl:Rc am .Wr CFrr WIT Cffl
fCfidll" <Rrrr 12
ett f'SifiCh1 300 mm
&1m 30 m mq
10QoC ett 0·40 mm
(f6f Cf>T -qftq 10 1 WO 1 Id
12 x '5ifu °C
E 0'215 x 1012 N/m2• 12



..
"3 U =xy 2
y3


Lfiftrj -Y.
em1T
FH+ROI I 12

C-DTN-L-DFA 3 [Contd.]
An open cylinder of 40 cm diameter and 9.0 em height is with water level upto em. If tpe is rotated at. 160 about its calculate the ,the bottom
•

of the cyliriderat edge' and atthe-centre,ofthe

cylinder at bottom.
"ll!

vertical rectangular gate is 3·0 m 'high and
• ..,
2·0 m wide. It is the top. Ifthe water is standing upto a of-l·5 m above the top edge of gate on 'one side, determine the force required at the lowe! edge of the gate so that gate remains closed. 12
1·5 m Ringe


3·0m

(Force)



4 [Contd;]

.:.
r • fJiftCbI CXffi1­40 em om 90 em 40 3l&l " 160 r.p.m. JIOHI m;ft ft« tR m;ft 1R I 12
3'i14i1IChR Cfi412 2·0 m I "lfQ I ChQl2 M m (f6f Cf}412 Rit 1R (1JIltJ: .751R 3ilct:e'4Cfi <it we; Chqle: eRr I 12
.. "" 1-5 m .
P T 3-0 in
.t; . C-DTN-L-DFA .. 5 [Contd.J.

.
2. A raihyar is loaded so that the pressure on each wheel is 5500 kg weight and 'the centre of gravity of the loaded truck is 1·5 metres above
,­the rails. The centre-to-centre distance of the.
,..
wheels on an axle is 1·75 metres.
Find. the pressure on the inner and outer· rails



when the truck is going.. round a curve.of ....

440 metres radius at 48 km/hour. g rn/s2. 30
A Kaplan turbine is working under a head of
1
.F
75·0 m with a speed of 160 r.p.m. The rate of flow

1


for the turbine is 200·0 m3/s. The diameter of the


runner is 6·0 m and diameter of hub is 3·0 m. The 4


turbine .is developing 90000 kW

Determine: 15

Flow ratio


Speed ratio


Specific speed
Overall efficiency

A trapezoidal channel has a side slope of 1 1.
It carries flowof12·Q m3ts at a velocity of 2:0 mls. .. It is to be designed as most economical cross-section. Calculate the area of concrete lining for 100-0 kIn long channel. 15

C-DTN-L-DFA 6 lContd.J


2. rit
11 5590 kg Cf2IT

I 1R etT
I
ifiif l.T..f.JIflChT 440
48 kmlhour WI m(fij qffit

g =9·8 rnls2 . 30
.
75·0 m m 160
I G 200·0 m 3/s I
v:R CfiT CXffil 6· 0 m {f2IT CXffi1 3·0 I
90000 kW m 1
15




'flCIf1T

ett m QClulal 1 t I 2·0 mls 12·0 m3/s q)f I
fiiaoq4t 31fiiCh("G'i I 100·0 kIn "*ft 3iI'RHul Cf)f I 15

C-DTN-L-DFA 7 [Contd.]
3. 'Draw the' .Maximum Shear Force and Benqing Moment diagrams' for girder of span metres' traversed, by of-2·0 kN extended over·a length of 6·0 metres.­
15



A,cast iron column of circular section of em external diameter and ,2·0 em thickness and of height 4·0 metres is require,d to carry:,15'Q kN at an eccentricity em.Ifboth ends are fIXed, find the extreme stresses'in the column section. 15,



A2·(j m wide and 6·0 m long plate moves at a velocity of 1·75 m/s parallel to its length, through a air ofdensity 1-22 kg/m3 and viscosity of 1·8 x 10-5 Ns/m2• Det,ermine the drag force on one side of.a assuming


Laminar flow boundary layer.



Turbulent· flow boundary layer., 15




Draw following water surface profiles of'gradually varied tlow,'stating conditions Justifying the -types of profiles: 15


M2 type ptofi1e


81 type profile,






C3 type profile
A sltlice gate in a channel with mild to supply water in a channel from

C-DTN-L-DFA 8 [Contd
3. l"Jt lR, 2:0kN
Cf)T 6·0 -11R14H f%m .IT<n l"Jt iiR1. a:nW 15

tA(1qj' q)f 20·0 em 31T' 2·0 em (f2IT 15-0 kN q)f 2·5 em Cb1 M >ITo(iit11 1 15
1·22 kg/rn3 1·8 x 10-5 2·0 6·0 m a:r:Rl %f114ict{ 1·75 m/s m Gffi'. -m;ffl
W:1m "ffmT I
"ffmT 1 15

ft;rtt. lfR St; :15
11:2
81
C3
tfG 51q Oldl TtG ¥. cwrr··

C-DTN-:L-DFA 9 ;[Contd.]
4. A steel beam-is of cross-section 6f"zight triangle of dimension 40 mm wide and 60 mm depth having yield point stress Y 280 -N/mni2. Evaluate the Fully Plastic Moment for the condition that the neutral axis passes through point as shown in the figure below and divides the right triangle into equal triangular parts. Assume that the-plane of the load passes through the centroids of two triangles thus created. 30

y
Plane ofthe Loads

C-DTN-L-DFA 10



4. *f4ld ctt
"
fi1*iCfil' 40 mm 60 mm, qft. om $BChI 1RJ<qq 1ffda:f<1 Y .=.280 N/mm2 I ft?lQ: Ch1 11 I 11R'

:fR qjf $IT t?hs::ch1 I
60mm
y
c



C-DTN-l-DFA i 1 [Contd.]


....

...

If the velocity of the flow through orifice is dependent on diameter oforifice head and acceleration due, to gravity by 'using

:Buckingham's method,. frame the equation of through orifice. 15


Water is f10wing through two pipes oueof 10 mm diameter and second of 5 mm diameter and both are discharging'in 12 mm diameter pipe. The rate of ·flow inlO' mm diameter is 1·0 c.c.ls. -the


". ".
Reynolds number. for 12 mm diameter'pipe flow is 4000, determine the rate of flow in 5 mm diameter pipe. Consider kinematic viscosity equal to 6·5 x m2/s. 15


12 [Contd.]


Cf)f .. exm:r w.rr cq{OI . ett m qffi
I 15
(trY Cflf Olfm 10 mm 5 mm w.rr
RffHOI I
10 mm czrm l·Oc.c./s 12 mm exm:r ett "ij ih 4006 5 mm <tt -q.
GO( I 6·5 x 10-7 m2/s l1R I 15

13 [Contd
SECTIONIB


5. A pretensioned beam 250 mm wide and 300 mm
deep. is prestressed by 12 wires each of 7 mm
diameter ihitially. stressed to 1200 N/mm2 with
their centroids located· at 100 mm from soffit.
Estimate :final ,percentage loss of stress due to
elastic deformation" creep, shrinkage and
relaxation using IS 1343 -1980 Code and the
following data
Relaxation of steel stress 90 N/mm2
Es kN/mm2 Ec 35 kN/mm2
Creep coefficient 1·6
Residual shrinkage strain 3 x 10-4 12
'Design the battens for top chord member of a steel
bridge truss. It is 6 mlong and subjected to an
axial load· of 600 kN. Slenderness ratio is
limited to, 70 -90. Allowable compressive stress
·100 . The member consists of 2 ISMC 175
with a steel plate of 240 x 8 mm at top. 12
..,.

C-DTN-L-DFA 14 [Contd,l



·5. q,1 250. mm 300 mm 12 mU 5lf4Cfl cnr cx:rm 7 1200 N/mm2 mr 7J<1T I mil 100 mm 11 I IS 1343 -1980 c@s ·om


3iICh9t

E =210 kN/mm2, E 35 kNimm2
s c
T1tcn 1·6
x 10-4
CfiT m cmt t Chl{0l affi:rT mCf)f 3iICfl<1;=j I 12

3!CillCi

(Battens) Cf)f I 6m (rm W 600 kN &1'1141 lfllT I 70-90(1Cp·mfi:Rr I. 100 N/mm2 I 31ql{c( ISMC 175 m 240. x 8mm Ch1 t I 12

C-DTN-L-DFA 15 [Contd.l


Batten y
Properties ofISMC
"
24
A =24-38 emI =1223-3 em
xx kg/m Iyy 121·0 em4'
if mm 7:08'cm
xx tw 5·7 mm r yy 2,23 em e
yy
Allowable Stress in lIr Axial CO,mpression
Nimm2 .
70
80

100 110 120 130

140

107-5
100;7
92'8

75-3 I ....
67-1
59-7
53-1
C-DTN-L-DFA 16 [Contd_l



iifflT
y


ISMC 2 4 ...
A cmI 1223·3 cm
xx 19·1 kg/IIi­I= 121·0 em4
yy tf 10·2mm r =.7·08 em.
xx·"
f mm r =2·23 em
w "-yy "
e 2·20 em

-yy
lIr

70 80 90 100 110
120,
130
...•
140 107·5 100·7 92·8 84·0 75·3 67·1 59·7 53·1

17 [Crintd.]
.........;;.;.-­
...


Design a short concrete column to carry an axial
factored load of,1600 kN. Use M 20 concrete and
Fe 415 steel. Unsupported length of column
3m. 12
A partially saturated sample' from a borrow 'pit
has a natural moisture content of 15 peic,ent and
bulk unit weight of 1·9 glee. The specific gravity of

solids is 2·70. Determine the degree of saturation
and void ratio. What will be the unit weight ofthe
sample on saturation? 12
A masonry dam has pervious sand as foundation.
Determine the maximum upward gradient, if a
factor of safety of 4 is required against boiling. For
<the sand the porosity, 11= 45% and specific gravity
of solids, C?S 2·65. 12
6. For the retaining wall shown in figure, the
retained soil is well drained sand having unit
weight of 16 kN/m3 and angle of repose 30°.
The safe bearing capacity of the soil below is
170 kN/m2• The coefficient. of friction between
concrete and soil below is 0·73.

.C-DTN-L-DFA 18 [Contd.]
....

I
I
I I
I
1600 kN CfiT cqn: Cfi{ff I M20 O'?ITFe 415 q)f I
'12

:cbl l=Jrn 15 '5rfu Ict (i2Jf Cfi 1·9 glee I otB m t:l"1(q 2·70 I figt(Fl CliT ftfu; I 1R q)T QCf)iq; WIT 12
qil 4RJIRt cfiT I 4 '3ltrU I
II CfiT

r
G =2·65 " 12
s


6. fi:Jfu
ll1R
16 kN1m3 fqs;rrq cituT 30° t I ;frij <tt


't1RUl 170' kN/m2 (f2lf
f
I
I I
C-DTN-L-DFA 19 [Contd.]
·....."-l'I'.............

Find the factor .of safety against sliding arid overturning.,Find eccentricity associated with vertical load. qheck that thickness .of stem is sufficient and fin.d vertica.l steel required in stem at its base and at 2 metres from top. Ignore pressUre while checking stability..Draw sketch showing'the steel of stem.

.
4m
i


1·6m
0·55.m
"I
0·45




mf··
.f-l 0'4m
C-DTN-l-DFA 20 [Contd.J
II.
I I ett 2
I GFf 1R I I 30



"
4,m

.
.
0-55 I m " 1-6m

0-45 m
r
I
"-Ic ...
....
m m .. Q-4m
21 [Contd .J
A strata of nonnally consolidated clay of thickness 3 m is drained on one side only. It has a hydraulic conductivity of k x 10-8 cm/s and coefficient ofvolume compressibility m=125 x 10-2 cm2/s.
v
Detennine the ultimate value of the compression of the stratum assuming a uniformly distributed load of 250 kN/m2 and also determine' the time required -for 20 percent consolidation. 20
How is consolidation different from
compaction? What do you understand by the
terms immediate settlement, primary
consolidation and secondary consolidation? 10
7. Figure shows the cross-section of a plate girder.
The sheaf force at this section equals 800 kN.
Using 20 mm diameter bolts design Flange to
web connection, Flange angle to cover plate
connection. 30
360 x 20



iff 3 ml1Ttt T.l1(1c:ndl 5·x 10-8 cm/s ailllcF1 m 125 x 10-2 I
v
. 250-kN/m2 lTR :e€I "Ft ft;ro: 3ilet ctl q» cqr
20
.,.
gto

"
I (f2lT fi€I 31f!f 10
7. lli I TflIT I
llflti§G tR 800 kN I

• 20 mm cx:rn:r q)f m 3IT4ctlt"G'"1 30

m 3ilcHor I
360x 20 20 rom 20 mm

Explairi clearly the-difference the active earth pressure apd passive .earth pressure. Give two examples of each state.
A retaining wall ,6m.;high,. with a smooth vertical .back is pushed against a soil mass having apd y 19 kN/m3_ What·is the .total Rankine pressure ifthe horizontal soil surface a uniformly distributed load of 50 kN(m2 What is the point of application-of resultant

20;
8. Design a two way slab of size 3-5 fiX 4·5 m to support an imposed load of2 kN/m2 and floor finish ot Two adjacent edges .of slab are' Cliscontinuous. Assume moderate exposure condition. Use M 20 grade of concrete an4 Fe 415 HYSD bars. Assume depth as pe.t Lid ratio. Adopt 10 mm dia bars. Safe, shear stress given Q-40N/mm2.Draw one typical cross-section along longitudinal direction of shib and show details ofsteel. Use following data for calculating moment:
L /Ly x Short span coefficient ax Long span coefficient (Xy 0·047 0;047 .
Negative moment at continuous edge Positive moment at mid-sp3;ri
0-060 " .­
1-3 0·065. 0·049

C-DTN-L-DFJ;.. [Contd.l
Ie
i. "I"


it,.


i




I I





iU U
.­
I wmr 10
6 m
. fi1Cf4i ul I cgChflJ 40 kN/m2, 15° 19 kN/m3 I lfGT 1R 'llR 50 kN/m2 WIT tffio 114'1 cor 20
8. anUfiro·· 'qR.. kN/m2 nm 1·0 kN/m2
.. Wro: 3·5m x 4·5 fu!:wff 0MQ20
qif aTI'q(.f)fq., I 0dQ20
WRr m:tffif i

. W<mi cillfH I ch¢nlc: (f2TTFe415 HYSD q)f I
10mm arm ett >rWr I .m 0-40 I ..
ciT I awrrrf .CflT w:ITrr 30
..
...
C-DTN":L-DFA 25 [Contd.l


• Iilu hi
-............,• v

.•_.


A group of-nine piles" 12 m long and-I 250 mm diameter, is arranged in a square pattern clay soil with an average. unconfined· cOmpressive strength of 60 kN/m2. Work out the spacing of the piles <for a group efficiency factor of 1. Neglect the be1iring at the tip of the piles. (For C 30 kN/m2 assume
u
adhesion 'factor a 20
..
• What isa "standard penetration test"? How is the data obtained ·froni the standard penetration test utilized in foundation design? 10
C-DTN-L-DFA 26






....

f
;ft ·WW 12 m 250 -mm .arn:r q}T I
q)f mftf1:«; ti14v4 60 kN/m2 I WW :flCfi 1 lW-t. I .3cit it mUT ct?t
JI0 4 I 30 kN/m2 u 20
"liHCh t -q­GI'iCfl q;r aq4}JI M ifRfT i ;frq 10

C-DTN-L-DFA 27

ii:.....
Ic-DTN-L-DFAI

..




·J/t4CP -JlR 3Ik 3iYJft aFIf-# fJflT I JIRl l5 .3m 3?ft 1l1f.i4R ffRff JrR fJlfBe, fJtflCbI JM:1& m-ra 1Jo/ 3Ik RIU/Jf Q5T Jcr1'<11 l5 . fff 3Mm Piffre rff f?5aT JfRT I Jfrt1f0Jrl 3lfrlRfb
3RT R ffRff 1Jl! Jrn fff qs}f 3fqr
miil}· I
dOO1' 1 3Ik 5 3lP!clJ4' I JIRl'
y(iJep ?ffrJS 1!i5
rfR JIRl 3fR r
JlcaCb JlR Pl4d 3fqr JlR as 3Rt"


11l! g I Jramrl 3m! if 312Jd' 3RJ2lT AWe fI j WEf.3i7cP$ 31qqfld m aT 3rnd -lfFf ?q7:f?WTRirr ClX ffJme 3Ik-3ryaiJ PIrate cplfJte I
err, rtTl kN) 100 ad/UIII (100 kg) 311V1X fff ?J5T
" 1
fftsi1hllll qRCimrl JfT flOOdl I

Note: English version of the Instructions is printed O!l the front cover of this question paper:. ....]
..