fE -rrrn ff-(uB'- - GE

f.

Q.2 a.

(rntL cBa-r rnr4t"4 W t* taIor{zot?

(3 Hours)

Q. P. Code: 13809

Max Marks=S0

P.T.O

Note l. Attempt any 4 out of six questions2. Question I is compulsory3. Assume any suitable data where ever required . i

, ,1,

..,

Q.l Attempt any four , ' ,

"a. A granular soil has $:350 y,u,=19 kNiml. e shlBe,has.to,be made of this material. lfthe factor of safety of 1.3 is needed againsl slopp.1sihir9,.i1nd the safe angle of slopewhen the siope is dry or submerged lvithoiri seep4gb,,Alsq.find the factor of safety at adepth of 4m for the same slope if the,seepage, occurs parallel ,to ,the slope,with thewater table at the depth of l.5m tromthe.gfoqnd tevel assume angle of slope as 28o

b. I3riefly explain different stabiiity checks gravity fetaidng u,ail by showing rninimumvalues of f'actor of safely

c" Cornpare Rankine's an,l Coulornh's lateral earth pressure theories

d. A circular pile penetrates through a iilled up soil of 3m dcpth. The diameter is 250mm,untt coheston of material is C= I 8k-trlr m2 the unit we ight rs I 5 k},i/mr l)rarv thc sectioneievation and {ind the negatifb skin frictr,oA 6f;pile,,Given'the'adhesion factor as 0.4

.05

05

05

0-i

05

05

l0

A retaining wall 8m high retains sand with $:300 and y:24kN,,m3upto a depth of 4mflnm the top. Frorn 4to 8rl, the material is a cohesive soil with having C=20klilm2 and{i-200 --":l8kNlmr,the wafer,table is at a depth of 5m from ihe ground leveiY,ot=2 lkNlmi for cohesive soil, Find the total active thrust on the wall along with itspoint of applicatron.

10

,i"

8 I 98A654033A5DDD I 0 I 38Fl 1 D57C0284

condition

to the horizontal. Ther 20Jm. and is passing through the

r,top ground l?om the edge of cut.from the center of the failure

and y:20kN/m3 find the filctor offriction circle method

'ri' ii -;- -_'*' t Jr' ."

i:1

Q.3 a.

Q.4 a.

Q.5 a.

Q;6,,."*'

.': -l :"r.;o,';,';-t.' , 1t'I

,':' ,,:63b. lixplain briellY Rebhan's

joints provided in retaining'*'a11

C, Elaborate t,i.ie itses rlTaylor,s Stabilify nunrber in slope stabitity analysis

i: 1"i:.

b,

10.l!.

i0

12

08

l0

05

05

b.

8 r 98A654033A5DDD I 0 i 3 8F 1 iDs?C0284

@

safe lcad

.5m deep the soil ProPerties are

ty of soil hy Terzaghi's theory

&e maximum bending moment of Wales

,, r,l

. :. .\,.:.

y:17k1'iim3

0:300, c=0

Clay

C=50kN/m2,

v=17kNim3

T2626 I T0843

(3 Hours)

N.B.:

1. Q.l is compulsory

2. Attempt any three question out of remaining five

Q.l Write short notes on

l

(B) Explain under reinforced, balanced and over reinforced rectangular section also

draw strain and stress diagram for singly reinforced rectangular ,..r,on.(c) Explain the tenn development length & derive expression for same

(D) Pressure line or thrust line in prestressed concrete..

Q.2 (a) A reinforced concrete beam of rectangular cross section of size 23 0 mm width

and 550 mm depth effective is reinforced with 3 bars of 16 mm diameter on tension

2A'

side. Calculate the maximu. oped in concrete and steel rvhen the

simply supported.beam carries audl of I IKN/rn over an effective span of 6 meter. &use M20 Fe415 HYSD reinforcement.

(b) A R. C. beam of size 230 x 450 mm effective is reinforced with 2 bars of f 0

diameter 16 mm on compression side and 5 bars of 12 mm diameter on tension side

placed at effective covers of 40 mm at top and 50 mm at bottom, respectively.

Calculate the allowable moment of resistance of the section. Adopt M20 anclFe250

grade ofconcrete and steel.

(c) Define doubly reinforced beam. Enlist the situations under which it is adopted z

Q.3 (a) Determine the moment of resistance of the T-beam use following data: br: 1000 lz. mm, Dr = 100 mm, b* : 300 mm, cover : 50 mm, d : 450mm and Art : 1963 mm2'

Use M 20 and Fe 4i5,. (b) Designlthe shear reinforcement in a simply supported beam 230mm wide, 0g

400mm effective depth carrying a u.d.l of 35 KN/m. The span of beam is 3m.The

beam has main tension steel of 6 nos. Bar 16 mm dia Use M 20 lFe 4l5.Value ofpermissible shear stress are given in table below.

TURN OVER

97 80C43F3C299 tzF C28278C3 177 i DSCF

:;^"-: " ;.t't: ",,;, ::.' ;::'i'l

1OoAJbd < 0.15 0.25 0.s 0.75 1.00 t.25 f,f..,ri, '-l;75

Tua 0.18 0.22 0.3 0.3s 0.39

Q.4

:

T2626lT0843THEoRYoFRElNFoRCEDANDPRESTRESSEDCoNCRETE

Q.P.Code:018625

'.t.'

4

4

l2

t..'".

thick masonry walls to support a live load of 3kN/m2. Adopt M20 conclete and Fe

(b) Design a circular column provided with helical reinforcement to support an axial

Q.s

a,r'.i. : '":i I).l' l :', .r ,' '.1

.: r',r," .' . !...'

load of 1100 kN. The ends of column are restrained both in position anddirection

with an unsupported length of 6 m. The materials used arclvl20 and Fe250.

(a) Explain the design steps for axially loaded short columns :

(b) Explain kern ofa section & safe cable zone in prestressed cbncrete.

(b)An unsymmetrical I-section is used to support an imposed load of 2.5KN/m over

a span of 7m, the sectional iletails are top flange 300mm wide & 60mm thick,

bottom flange 100mm wide & 60mm,.thick. The thickness of web is 85mm and

overall depth of beam is 400mm. It is subjected to effeotive prestressing force of

l25KN located at an eccentricity of 55mm from the soffit of beam. Estimate the

extreme stresses at top & bottom of beam for following conditions (i) prestress +

self weight (ii) Prestress+ self weight + Iive load. Take density of concrete as

24KN/m'

Q.6 (a) A prestressed concrete beam of size 230mrn * 450mm is prestressed with wires

6 for post tensioning, Creep coefficient = 1.6, slip at anchorage: 1mm

frictional co-effi cient for wave effect : 0.00 I 5/m

(b)Why high strength concrete and steel is required in prestressed concrete

, , (c) Explain load balancing concept with the help of neat sketches showing different

cable profiles.

t2

1,,.'.

"\j-.

4

4

" ,

-.rr.1

97 80C43F 3 C29 9 lzF C28278C3 I 77 I D SCF

(ii) the beam is post tensioned. Use the

35 KN/mm2, relaxation of steel stress ::300*10-6 for pretensioning and 200*10-

0.42 ;0.45.'..,-lr, l . ,r.

..... jii

4.4:l '

;QPiCodei[695a..',.r: :'.:

I [Tbtal Marks: 80]

,,]

T2626 ITO842 ENVIRONMENTAL ENGINEERING I

(3 Hours)N.R:

1. Question No.1 is compulsory2. Attempt any three questions from remaining five questions.

,,''

3. Assume any suitable data where ever required.4. Figures to the right indicate full marks.

e.

Q.2 a.

b.

Q.3 a.

:. lai

.: .r'. ..li-.)..1.., .:r..:a r:" . -'L i'i' .

Q.1

05

05

0s

10

10

d. Draw graphs for monthly and daily variations in water colsumption.

Write a note on disposal of solid wastes. ,

What are various methods of distribution system?.Draw a sketch, Advantageand disadvantages of : 1. Dead - end or Tree System 2. Grid Iron System.

10

.-1...'.: :.

.,.: \. ,'5-, .i -.'1.

-1'1" ::Q?4'.;; '1t. , :'-"1 ., ;'

.:,,,';,'.'::. .1".,!,.,. " :;:,

_,,'.i. ,,'1 ,,,::'

..: . .,l: ::.'. :-.:. . .;. ,..i ;:

10

10

10

."i,.i-

-:. .:, /:.l.: :. ' '.

.ttriQ15,

,':':': .:. ::. :..::: :

.-" ,':.1-..",

i "? ' ,:i1;n .,:,

" r'

:..' :;,.

the circular 10

F9 7 B F 8 CF4 9 4 AE2E 1 8F 29 7 D C3 42C 8 5 7 9F

Turn Over

b. Give the maximum acceptable limitspublic drinking water: i) Turbidity ii)

c. To obtain 99.7% kill of0.6 mgll. The reaction constantCalculate the contact time.

aS a SOUTCe I

gf water per day is passing through a sedimentation tankm#i'the tank? b) What is the average flow velocityjegmpute

the overflow rate.

parameters are to be calculated:of flocculator unit.

input by paddles to water

TE Seyte-sl e-n- Cu,) cBE s EXar:inofron Ffrst Hdf 20 tTDESIGN AND DRAWING OF STEEL STRUCTURE

Q.P.Code: 01"6949

(4 Hr) Maximum Marks - 80

N.B. 1. Question No. 0l is compulsory, attempt any threc out of remaining threequestions

2. Dra',r'neat and proporlionate sketchcs u,henever necessarv.3. Use of IS 800 and stecl table is pennittecl.4. Assurre suitable data if necessary and justify the same.5. Use steel of Grade Fe410 and bolt of grade 4.6

Q.l The flooring system of an industrial shed is planned as shorvn in fig. 32Design Beam SBl and MBI and a beam to beam connection betrveenthem with top flange of beam at same level. Use ISMB section to desiglbeam assuming bearn to be laterally supporled tirrougirout. For follor.r.,ingdata

Thickness of slab - 15 cm,Thickness of rvall - 23 cm,Height of parapet u,aii - 1.2 ntLiveLoad-2kN/rn2Unit weight of concrete and rvall 25kNAr3 and 20kN/ml

Q.l A truss is provide over an industrial building in the vicinity of Mumbai asshown in !S1 Calculate Panel point load for DL,LL ancl WL to designmemher AB.BC,Ap.pO and Bp lor follou,ing dara.Kr:1.0, Kz:0.98, K::1 .0 and (Cp"-Cpi): -0.8,Rise of truss - l/4 ,

Self-r.veight of purlin- 200 N/m, and u.erght of AC sheets - 170 N/rn2Spacing of truss- 3m,Span oftruss: 16m

o ol t T2626/T0839

C.rvlI looss"

A4lj36(12A(15 7F7Dl8 LrA D99 tr5lt3989 [24r]

.TURN OVER

Q.2 a)

Q.3

Q.4 a)

Q.s

b)

a)

r)6?,6 t1'08je DF.srcN AND DRAWTNG oF srEEL srRUCTURh.p.Code: 016949

2

l)etermine capaciff of trvo ISMC 3OO@351.2 N/m which are provided 12

Back to Back rvith effective height of column as 6200mnr, calculateminimum spacing to be provided betrveen trvo chamel and dimensions oflacing flat (Only) assuming sirrgle lacing systern.

Discuss various failure ntodes of compression rttenrber. 0{

A Column ISHB 350@ 661 N/m caries axial con.rpressive factored load 12

of 1850kN, Design suitable boltcd gusseted basc to rest on concretepedestal u,ith bearing capacity 10000kN/m2 and bolt diameter - 20mnr

Dctcmine lcngth of rveld required to a tension mcmber of roof truss, 04

single ISA 100x100x8, subjected to a factored axial load of 200 kN, IfC**:27.6 and size of rveid:6mm. Drarv a sketcl-r shou,ing atrangement ofu r.ld. (L* 1 and L*z)

240kN

A ISHB 350 @486N/m used as laterally unsLrppofied beam over a span of 085.3m, calculate lateral torsional buckling moment (M..) ConsideringH-2 x I 05 and G:7 6.92 x I 03 N/rnnr2

A simply suppofied welded plate girder of span l2m is subjected to DL of 12

20 kN/m and LI. of 20 kN/m excluding self-rveight, it's also subjected totu,o point load of 600kN at 4m from each srrppofi. the compression flangeof girder is laterally supported througl-rout. Assuming the depth of plategirder restricted to 1500rnnr and NO intermediate stif-ieners are pror,ideddesign,--i) Design, qivc relel,ant check and clrau,cross section olplatc grrderiit I)csigrr end stillerrcls

lJrirrv stress disiribiition diagrarn fbr Plastic. compact. scnii-compact ancl 04slcncler section

b)

08

b)

a)

o

b)

441"3662AC57F7D3 88AD99h583989E246

€D

ttrlIttl

lrtttt

IIttli,l

-{E S E rY'l u CrvlL CBqS M&-, zotV

72626 iTO84O APPLIED FIYDRAI]I-ICS II

{Three Hours)

N.B. {i} Question No. 1 is carnpulsory

(ii) Attempt any Three Questions out of Five Questions

iiii) lllustrate with figures whenever necessary

(iv) Assume suitable data if necessary and state it clear.lV. -.

a) Explain the significance of channels cif most efficient sections

z G{o s f zorl

Q.F; Code: 16410

Solve any four

b) How hydraulic jump is classified assorf,ing lo.froude'number of ineo'mir1g supeicritical flow

ci Derive expression for energy loss::in,hydieunclurtp - ' ' :.', ' ' :l

d) What is meant by Magnus effect

e) What do you understanU bv AGpteiemerrqthlCiin#tnnrU*r,nm thiikness of boundary layer':

f ) Write d es i gn steps,in, KeErriedUls'th e o'6y":ji.oi nli hetil itluvi a l ch,a n ne l s,

2(a) A trapezoidal crrai.iel ri ca*1,@iia'l;i,tryt::t 1*":U{. r',ini*u* cross section find the t10l

bottom width anif depthlifthe.b6ttorn..slope-iF 1'{.rJ,1200, the stdssloplesrt 450 and chezy,s constant C = 55.;l:i._:r.,:,..., ,..r . :. .;.: . -."," .,.. .: -

" ,..,.' .,'.,-'ii;i

The dischafBe.of water tlirou$,a lectunsllar. ghannel of width 6m is 18 m3/s when depth of ftow of water

is 2ryr.,,:Caiimlatb specifi!, G1erev.af .fio*ing witel.crltieit .depth, critical velocity and minimurn specific

[20]

{1013 (a)

1fI,.

energy.

Derive dylamicsqua:tion:ofgr.adualli var.iearfti:*.'

A cylinder 3.,2ni in dtameter is rotated;about'its axis in air having a velocity of 128 km/hr, A lift of 5gg6 N/m ,{ ^ii10lr: length of cylinder is developedi 'in the'body. Assumrng ideal fluid theory, find the rotational speecl and

rocaticn of stagnation points. Given cjensityof arn is equal to 1.236 kglm..

. ..1'.' ' ,l '.r',1..,-,--,".';_, " , . '' ..4,'

t' i-: -'..: ...: .', ,- ! tl

4.(a), l";1e!m!.[,e,..!he.th{c!nef .gf boghddry layer at tailing edge of smooth plate of length 4m and of width 1.Sn" [to]

. " l.lPhen'th-e pib.le is=moving with a velocity of 4 m/s in stationary air. Take kinematic viscosity of air as 1.5 x

.1, ,, ,,,' ;".10.5,p2/q.,$lqo,,flB[ermlng']flietotaldragononesideoftheplateassumingthattheboundarylayerislaminar. '.. .. "

.:.' .'-., ' '. ..:.r..;.._r1.1r"..,'..:t, .-.'',i',:'' :, ;:b.vbr"dntirt.iength of plate taking density of air 1.226 kg/mr.

7C1 5703 1 03F0DD2AE29C|3C? I 76ECF08

4 (b)

5{ a)

s(b)

T2626 i]'C840 APPI-IED HYDRAULICS II

ir0l

.]\\

r?n l

,. ". -t. .' ^l' .ti

-,. - -,. .:' ,,:

:. -a ;' ^ ..'t"'

?C 1 5703 103F0DD2AE29C i 3C? 1 76ECF08

Design a channei section by Kennedy's theory, for a given data

Discharge is 28 cumecs

Kutters constar)t N is 0'0225

Critica! velocity ratio is 1"

Slde slope }i : 1

BID =7 "6

6

2

r+,

Te. Sern

N.B:

1.

(b)

(c)

(a)

T2626 ITO841 TRANSPORTATION ENGINEERING II

\rr I )u,, f ca"e /Firsl *'6.*.ffiJl,trc+1s

o zJ a u{t--ot T

IMarks : 8-0 ]

sOo l5l

L7l

1.

2.

Attempt any four :

(a) Explain PIEV TheorY.

(e)WhatarethevarioustestonBitumerr?Explainbrieflyanyone.

of overtaking and oveftaken vehicle are 70 kmph and 40 krnph

on a tr^,o way road. If the accelet:ation of overtaking vehicle is 0'99

t8l(a)2.

t8lJ.

Speed

Range

(krnph)

0-i0 r0-20 20-30 30.40 ' 40-50 5i)-60 6A-'74 70-80 80-90 90-

100

1'8..

':' .:l: -. :.

'1"''iq:,;, ",1 'l:,,

'6$1 ' 89 204 255 119 43 33 9

O92EF8E I 7?DD96EBE279CFD3 CsC 1 83C6

TURN OVER

Calculate

lsl

on horizontal curve.

of speed limit.

highway geometric elements.

$'t*ffi" control ddvices? Draw the neat sketches of various [10]

Nc,, of

Vehicle

Oaserved,

,,721.

;,

r, lr . .".''

'.. : .1,

pt"biruine. l',.'.,'' ; : \- -''. .: :

4. (a)

(b)

T2626 I T0841 TRANSPORTATION ENGTNEERING

'.::' ,- '

:'l' ._| _-l.a '

if,"[ :"'

Design a cement corcrqle

Refer Fig. 1.2,3 & Table No. 2.

ddp ,ord et.8 d;riffi

F-rroo tar i: t, emt*, x lol tf/cdl*-.o.It

t(do ky'6t',rds

'-;-.':',' . 1i-I19."-...=, - :

Fif, ?. Dcrild ch6.r for r3lcdislijn (rt c6r4ir to.d j,r.!d

50

{9

{o

35

3C

25

€

{t

FI

g-t

is

-e

ld

20

I5IO

o

CumulativeTraffic(msa)

TotalPavementThiekness(mm)

PAVEMEn* T C OllPO SITI O N

BC (mm) ' DBMlmrn)

Basd-.250'mm

SubrBase300

l0 660 40 702A 680 40 100

30 '710 4A r2050 730 40 144

100 750 50 ,i 50

ls0 7'.70 50 170

Design whe!li..o$+';'. r'.1,;.tr. . .i'..i''-f,',..?,

Present kaffic ''': ,'"".,1.. .\:'' :'1, :::.-', :-':r.. ..::- ;'::': ::;.',1',-:..;.:. ;;

1!.

, a..,r . r:, i;i:r r,'ii!'i.Ii 'i'.-- ,?qj{arY..

,_ -..ii.j ! :.. ,. r

;,]l ,, '' -j-:r, ::ii .*,.".:.f.]. , -, -.' i,,) .\...'"i

l40c

Moduhrs of subgrade reaction 6 Kg/cmj

Modulus of etastieity 3 x 10) Kg/cmr

Poisson's ratio 0.15

l0 x 10-6/oC

ecEelrd rtl!$ d.ilan

F*51m tE. r*1, .fiIi*]n lS trlJ6i c".o.t,

14 16 18 20 ri

O92EF8E 1 77DD9 6EBE2'7 9 CFD3 C5 C 1 83 C6

TURN OVER

,,

Srab ttrjckrci!, * (*m)FiE. I D$t{n.h.rr for ce,.\rt{rion ofedf,a toad &ir.!r

T2626 r 1'0811 TR,{NSPORTA],ION E}.tGLiEElltNG Ii

Q.P.Codett647q

1

Charl for dererminalion olcoefllcienr d

Lltofcwlt

Lttorfwlt

j 0.000? 0,0,{0I 0.17)4 a,w5 0"?106 a.gn

t.0J0t.ailI 080I,07j1,050l'0&j

7

8

9

,0ilt1

s- (ai

(b)[10]

6, (a)

(b)

1.45, 1.40, 1.36,Rate of tralflc

!oi

li zl

3

i '"

092EF8E 1 77D D}6EBE27gcFD3C5C I 83C6

i)ii)

Table No.2Explain the fpicalDesign the spacing

having thickness 20

Benkelman Beam Deflection tesr has been carriea,rr,, on ,, u,:].:r^.-o poinrs on a f Itifn:i:llid,o''

o':-:";; D;.j;ffi.11J,. """,r*r, ;;i,;';*i, s ,-,ee7 j joli,,,

ins