USN 10cv52

Fifth Semester B.E. Degree Examination, June/July 2014Design of RGG Structural Elements

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"';'.. ime: 3 hrs. Max. Marks:lO0. ,+'; . Note: 7. Answer FIVE full questions, selecting ,;-:,0

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*j a.-/-aqo fl r ' 3. Assume ony missing data suitably. *( F,! =

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E S b. A doubly reinforced concrete,fectangular beani 250mm x 500 mm is required to support a

.$ E load of 40 kNim includig$$€lf wt. Effective spdn 5 m, effective cover 50 mm. M20 conc.load of 40 kNim includig$-&F wt. Effective spdn 5 m, effective cover 50 mm. M20 conc.Fe4l5 steel. Find the steel required for flexure and ihear. (12 Marks)

A dou8,,$.*ieinforced concrete beam having rectangular se

reir]#qkd with 2 - L2 mm dia in compression 4 - 20 mm di

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E I a. n*p.tui, iulanced"sectionarlle-r reinforced section and over r.irfr.r.d section with the help

d E of sketches in limit state RCC design. (04 Marks)go=

:E b. Derive the expression for stress block parameters, compressive force Cu:0.36 fck X,

E S and its depth y = O.qZ1, from top. (08 Marks)1i rrop ll:E E c. Obtain the expression for,Max depth of neutral axis, limiting percentages of steel and

E E limiting moment for rectanffi RC section q{W concrete and Fe415 steel. (08 Marks)

oc (**E E 2 a. A single reinforced conc. Beam {m"X4S.O\rm deep up to the centre of reinforcement isoB #

A A reinforced with 3 - 16 mm dia at an"ffifeetive cover 50 mm, Effective span 6 m. M20 conc.

; ; and Fe415 steel. Determine the @ffif:: int load that can be supported in addition to the

E f seffweight ;,:. (08 Marks)

= E L A I^,,Ll-, -^:-f^-^^l ^^a^-^r^ i^^+^.^-.t^- L^^i.s-a!<n** .- (nn *^ :^ -^^--:-^s L^ ^--^^^r ^

; € Fe4l5 steel. Find the steel required for flexure and ihear. (12 Marks)!E3Hi:

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A I 3 a. A T-beam reinQrced concrete beam having flange width ffiiO;-r" flange thickness 100mm

E ; E.depth 600 mm web 300 mm. Find steel to resist an ultimate rmment of 550 kNm. Adoptg B Ml5 conc ard ne4t5 steel. (10 Marks)=e- . "P\

: I b. A douh'h.*ieinforced concrete beam having rectangular sectionn)50mm x 500mm ise .g r r uvur#.P, rwllnvtwwu wvtlwlvtv uw4llr lr4vur6 rvvLoI6Lu(lr DvvlrurlN\#p!1lslrllll Jwvrlllll rs

X .E reir]#qkd with 2 - L2 mm dia in compression 4 - 20 mm dia in terd{gp: Effective coverE E An&'* F cnan { m Einrl rrl+imofa mnman} nonanif., A,l^-+ \r[rn ^^-^ ^n;if,ortt < .+^^IH E 4Q,fum. E.span 5 m. Find ultimate moment capacity. Adopt M20 conc. and Fe4l5 steel.

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f E' -{**"u. A hall 16m x 6m is provided with T-beam and slab, T beams are spaced ,4'*;eZp rfuU

E H -["."n* thickness is 120 mm, L Load 5 kN/m2 including self wt. Design intermediate f Ueiqr.*nZOg X.#: conc. and Fe415 steel. Assume bearing of 500 mm. Check the beam for deflection,.a *5 S development length at support. (12 Marris)-i c.i

; b. Design a beam 300mm x 600mm to support Mu : 115 kNm; Vu : 95 kNm ; Tu : 45 kNm.

E Use M15 conc and Fe415 steel. Assume effective cover 37.5 mm. (08 Marks)

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10cv52

PART _ B

,,::,r 5 Design a two way slab 5m x 6m live load 3 l<rlm2. M20 concrete Fe415 steel. Also check for

j

6*rra.-Design RCC column to support ultimate load of 1800 kN. Effective le-u,,g&.*1.85 m,n' a:.**ffiO conc and Fe415 steel.

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Marks)

b. D?ffi a column 450 x 450 mm to support a load of P,,:2500 kN; M.ffi480 kNm. AdopttvtZffiq Fe415 steel. Assume bars on all the four sides. Effective co@d7.5 mm.

%q" (10 Marks)

7 Design a rectarfffu isolated footing of uniform thickness for'a[ddhmn 400 x 600 mm tosupport a load of OOOaO* SBC of soil 120 kN/m2. Adopt M20 corro Fe415 steel. Take the size ofthe footing 2.5 m x 2.31iil.1A.1so check the requirements offfi way shear, two way shear bondand transfer of load at coltffi.base. (20 Marks)

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8 Design a stair for an offrce Uiffiug*frr tbq rto*, in Fig.QS. Rise 150 mm tread250 mm bearing 400 mm M20 conc 4ry6"Sq"415\#

*T/.5" tt

I,Sna 1l+* F?*,,1. FP? -f l.-- l.fv -l1,5 hFig.Q8

reinforcement for span AB and CD.

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Sketch nu$$lo,* ",{. -+

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USN l0cv53

Fifth Semester B.E. Degree Examination, June / July 2Ol4 . ,,r%

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Time:3 hrs. Max. Mgr&g*1100

Note: l. Answer any FIVE full qaestions, selecting ,'. ,,.

atleast TWO questions from each parl , -,,1' i,.r':.::: -:":::,:.:.2. Missing data may be suitably assumed. ::, ':i...'l

PART. A 4

a. A series o[p6\egl loads crosses over a girder of span 15m no,,piffi"to right with 40kN loadleading as shti+in in fig.Ql(a). Determine i) Maximum B,M and ii) Maximum S.F at a

(10 Marks)section 4m from left support.

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b. Draw ILD for S.F and B.M at u spcilpn 3m from left support for a simply supported beam12m long. Use the diagram to calcuthte maximum S.F and B.M at this section due to rollingtoad 5m long and 2kN/m intensitp '.,.',:.';"'.. ; (10 Marks)

Analyse the frame shown in fig. Q2, by slope deffiJi,pn method and draw B.M.D. (20 Marks)

Fig.Q2

method. (20 Marks)

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A horizor$4l*beam ABCD is carried on hinged supports and is contigupus over three equalspans eaeh of 3m. All the supports are initially at the same level. The beam is loaded as shown.PlotR.M.D forthe beam if the support'A'settlers by 10mm,'B'settlers-byJ0mm and'C'settieisby20mm.useM.Dmethod.:ff.r:20,iPr,I.T',r:2.4*to6mrfi1.,u#20Marr<o

l.lFig.Q3

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Analyse the portal frame loaded as shown in fig. Q4 and draw B.M.D. Use Moment distribution

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Fig.Q4

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Analysdftke frameapproaclf.ffi..

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Analyse the bent shown in fig.Q7 by stiffisq.method and

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draw B.M.D. Use system approach.(20 Marks)

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a. Explaife.i%,i) Free Vibration i) Forced Vibration iii) Natural frbSlq-ncy iv) Degreeo&#'dtlom v) Damping vi) Periodic motion. (12 Marks)

b. #Wthe natural frequency of the system. The mass of the beam is negliglble'in comparison

'{\Stt"suspendedmass E=2.1x 10sN/mm2andI =28.125 x 106mmaforkirn{08Marks)iri LoaoorrJ

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shown it fig. Q6 by Flexibility method and draw

10cv53

PART. BAnalyse the continuous beam shown in fig. Q5 by Kani's method. Draw S.F.D and B.M.D.

(20 Marks!

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B.Ivf.D. Use system

' (20 Marks)

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10cv54USN

Fifth Semester B.E. Degree Examination, June/July 2014Geotechnical Engineering - I

''}'Time: 3 hrs. Max. Marks:4OO-"';; i:'6,i Note: Answer any FIWfull questions, selecting ,,.i L, "

atleast TWO qaestions from each part.flts

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.H @ ,, PART - A r-e* ":.;E 1 a. Ddtu: i) Vold ratio; . ii) Porosity; iii) Degree of saturation; iy) W*% ffii*; yl Dry unit

E weigfo;i, yi) Unit weight of soil solids; vii) Air content with thqhdp of a three phaseg,e

H diagram]",'@ !/oge of ai voids. d s q (05 Marks)

E b. With usual nOtations derive the relationship: Se : W.G. .,.., :, ::,,i1 (05 Marks)(d'

- g c. The volum" of pq -undisturbed clay sample having a na*ral water content of 40Yo is

$g 25.6 x 10-6 m3 ",frP$

weight is 0.435N. Calculate ttri yojQ Aiio anO degree of saturation of-?E the sample, if specilffiavrty is2.75. Solve by first pginEifles. (10 Marks)

#.

f Y " _.. _. __ .,,:,.:.i 2 a. Define: i) Liquid limit; {iffiP.lastic limit; iii)"-Shrinkage limit; iv) Relative consistency;.= :"E S v) Toughness index; vi) Slendepress ratio. .;

" (06 Marks)c '' ' 100 x [0-6 m3 clay sample has a-rratural watbr content of 3}%o.Its shrinkage limit is l8%.iri Y:u u, r,t.

!UJo c rr the sp.sr. of solids is 2.72. whafwi*Ifie the volume of sample at a water content of l5o/o?_e c, lr I€ $ If the sp.gr. of solids is 2.72, whatwj*Ifie the volume of sample at awater content of l5oh?:.4=1 . (04 Marks)

s A c. In a liquid limit test specimens of qertain sample of clav followine readinss are obtained:.=o;*

-.:=

le of clav followins readi

aA

!f lNo.ofblows I 5 l"16 | 23 | a2 |

E Q The plastic limit of clayri& i3Yo nanral water content is 18%. Determine liquid limit,$ E plasticity index, liquidigy-index, relative consistency, fl@ index and toughness index of soil.€S

t J ' ;' a

(loMarks)

3 t 3 a. Explain the chqbification of fine grained soils as per Indiarit[ ssification system.'5 s

.,"i{, iL ' i.-,,= .,.. (06 Marks)

eE b. Define soit iiructure. Explain with neat sketches single grained @AWpy combed structures

5 q rn soils. (06 Marks)

; Ei c. ThEr&tlowing data refers to a sample of soil: (08 Marks)

X .g ffihc6ntage passing 4.75mmI.S sieve :64 " =*.

E g *F Coefficient of uniformity :7.5

nt Coefficient of curvatures :2.7 "':t:.,;.' .....d b0 *- **.

E E "...-,-" ':' Plasticity index :2.5 '"''.,,'=''

E U t1t^^^:c-. aL^ ^^:rE 6 ", ,,r , jlassify the soil "'1 .,,5:-^o { 4 a. List and explain the factors a{fecting the permeability of soils. (06 Marks)-"; 6i b. A permeameter of 82mm diameter contains a sample of soil of length 350mm. It can be usedg for either constant head or falling head tests. The stand pipe used for the latter has a diameter

? of 25mm. In the constant head test the loss of head was 1160mm measured on a length of(d

^-+r zsOmm. When the rate of flow was 2.73 m//sec. Find the coefficient of permeability of the60'g soil. If a falling head test was then conducted, how much time would be taken for the head todrop from 1.5m to 1.0m? (08 Marks)

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10cv54

c. The effective sizes of two sands are 0.09mm and 0.54mm. The capillary rise of water in thefrst sand is 480mm. What is the capillary rise in second sand, if void ratio is same for bothsands? (06 Marks)

#, PART-B M'"kj.5 a. Explain Mohr-Coulomb theory as applied to soils. (0s

ry.I_dd(&)%..:'{'l*t b. Explain the factors affecting the shear strength of soils. (05 ME*O'' t,-*'p. A deep clay stratum underlies a sand strata of 5m thick. The ground water table ffr-'-frund at

-rtl,,* _ 3m depth form GL. For sand G : 2.65 and e : 0.6. The sand above water tah&-is 40oh

t*kqturated. For clay if natural water content is 45oh and G : 2.70 draw tot4f, €ffective and

ffry}# Variation diagrams upto a depth of 8m from GL. r " (10 Marks)

&* q*''

6 a. Expl@$e factors affecting compaction of soils. (08 Marks)

b.

i) Moisture dinsity curve. * pf* t\*ii) Zero atrvoids curve. \d)* -" --

iil) Ten percent air content curve*-_ .ffi (12 Marks)

7 a. Distinguish between ror*utty"ffi'da*Ut@ and over consolidated soils. (06 Marks)a. Distinguish between normallycftfgolidated sffi and over consolidated soils. (06 Marks)b. What are the assumptions ma&*,in Terzaghi's on# d,imensional consolidation theory?

,fi' (08 Marks)c. Explain the determinati@$f preconsolidation presSurfrffficasaglande method. (06 Marks)

:*8 a. With a neat skegSq€.xplain the square root of time fitting ffi*hpd of determining coefficientof consolidatio##*" *4,, (06 Marks)

Eh_ qb#_ - .t.:$\+ -.

o,, 4.".

The sp.gr. of soil particles'ffi;65.Plot the following and detenfrffiMC and:\ l,f ^:^+,,*^ ,l^-":+,, { .dq. $

b. Explain houru]he shear tests are classified based on sample draimgoppnditions. (06 Marks)c. A bed offi ressible clay of 4m thickness has pervious sand on ffia6d impervious rock at

the bp{fuitr. In a consolidation test on an undisturbed specimen oftdIdry from this deposit,

for a building founded over this deposit to reach 90% of its final settleftent. (08 Marks)

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USN 10cv55

(08 Marks)(06 Marks)(06 Marks)

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Fifth Semester B.E. Degree Examination, June / July 2Ol4Hydrology and Irrigation Engineering

!.r'E Tfme: 3 hrs. Max. Mark$;ICIOE

E NCe,r Answer any FIVE full questions, selecfing atleast TWO questions from ryh part.q-*

E '"*."i,1;,,," PART - A

,, ,,r 1I*l',,,..,r. ""'...,,,

E I a. Defir{e'liydrology. List the practical applications of hydrology. , it (06 Marks)

E b. With a heausl<etch, explain the construction and working of Floai type raingauge (Siphon

S type). ,.::, 'u (06 Marks)

J c. The analysis of a storm yielded the following information rcghding isohyets. Calculate the+$ average depth of minfall. ,,,":',..""'.,, (08 Marks)

lsohvet interval in mm, ?0-s0 80-90 90 - 10G , 00 - 110 110 - 120 120 - 130

Area in km' ,4,{O 85 113 98 t36 67

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?€ 2 a. Define the term infiltration Capwlty of 4ffiI. Explain briefly the factors affecting thes+ infiltration capacity of a soil. '

"*.i,,,. (06 Marks)

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! b. List the factors affecting evaporat@..':E-.4plain with a neat sketch, the measurement ofE evaporation using class - A pan. (06 Marks)

! c. A 6 hour storm produced rainatUjntinsities of 7, 18, 25, 12, 10 and 3mn/hr in successive

E one hour intervals over a baqj{'of8O0km2. Th-}esulting run off is observed as 2640 hect -f; meter. Determine the O - index of the basin.

_ ; (08 Marks)I=[ 3 a. Define unit hydrograph" What are the assumptions uderlying the unit hydrograph theoryo-q and what are the"liflqitations of unit hydrograph theory. -' ,.,1:,' (08 Marks)

E b. The ordinates of the 3 hour unit hydrbgrupt *. given Ueto*..:",1",-

*q,lJt

E I Area in km' I l0

E l'l'tu)ernhour l0l3l6lel12 l15 lIEl2Il14).Eb Find,,tkBordinates of a 6 hour unit hydrograph for the same basin, anaF" Find,,tkBordinates of a 6 hour unit hydrograph for the same basin, ana166ically. Also sketch

3' thfu ptiit hydrograph. What is the peak value of discharge in this unit hy&o, ph? 1tz Marks)

i 4 s: !,,Explain the following terms

{ ..,r', " i) Design flood iD Maximum probable flood iii) Standard project flood. (ffMlarks)..i ,,,-'.. ,f. Wh3t are the different types of flood control reservoirs? (0d'Marks)

,l:#;:"i,;' c. write a short note on channel,",or"r.;::;T. control measure. tot *{lfi1t,,,,

5a.b.

c.

Define Irrigation. List the advantages and disadvantages of irrigation.What are the environmental impacts of irrigation?Write a short note on sewage irrigation.

.Tftfie in hour 0 J 6 9 t2 15 18 21" e4 27 30Otdinates m'/sec 0 10 25 20 t6 t2 9 7 5 J 0

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USN

Max. Marks: lO0a ::::::

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10cvs6

(06 Marks)

Fifth Semester B.E. Degree Examination, June/July 2Ol4Transportation Engineering - I

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. Time: 3 hrs.t''''

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Note: 7. Answer FIVEfull questions, selectingatleast TWO questions from each parl

2. Assume IRC standurds as applicable. tr""t *

1.9 m.c. Explain:

D Ruling gradientii) Limiting gradientiii) Minimum gradientiv) Grade compensation on curve.

t of2

(08 Marks)

10cv56

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