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I GATE-Z006 I u[J

I CIVIL ENGINEERING r-------~==~--~==~

2.

'3,

ONE MARKS QUESTIONS

Mohr's circle for ~1e smtc ofsttess dclined

11) [30 (1 1 MPa is a eo rete 11 oUt li 311

a. rentl!t at ((I.O) lllld rndhl~ 30 Ml'a b. center at (0,0 IMd radius I\() MPn c. center at t)O,H) ood ra4ius 3U MPa <l center at (30,()) and 1.ero radius A long shalt of diameter os subjected to t"1stmg moment Tat ots ·ends. The maximum normal srr~ss acting atots cross­section is equal to ;1. .zero

l6T b. rrd'

32T c.

,;d~

d MT lTd'

rhe hue~ ling load p = Po· for the CI)IUmn AB In ligure, as K1• approaches inrinltr.

:r'EJ becomes a---

,

r L

f

J;

.. . n , •.a. ot•'" er· a

Where a; ts equnl 10

a 025 b. I Ot) c . 2.05 d -1.0() If the cllaractensloc stre~gth or concrete t: .. is defined as the strengd1 below whoch not more !han 50'J.'. of the test resuhs are e:<pected to fall. the expression for 1;,., in terms of mean strengdt f,,. and standard deviatton S wouJd be

5

6.

7.

II.

a\ r,. - 0. 16458 b. f., -l.f..l5S C. fm d. fm + l.645S Wluch of the following statement •• N01' true in the context of capillruy pressure m >1lils'l n. ·water is under tcnsoon in capillary

Lone b Pore water pressure l.s otegative ID

capili:U)' zone c, EtTecti1 e stress Increases due to

capiUary zone d. Capill:Jcy pressure is more w coarse

grained soils For steady now to a ful[y penetrating well in a oonfioled aquU'er. Ute drawdowns at radi al distances of r1 and r~ front the well ha1•e been measured as So and s;, respecto vely. lor a pumptng rate or Q. The Lransmossi,·uy of the aqwfet os equal to

' ~:.~:,] b. Q cn(ro-r,) )

21T (s, -s, )

c. Qln[ r,lr0 ]

2rr s, l >':

d 2,.0 r1 I r,

-m(;.) The runge of void raton \~~! tween which quick sand c·onditi.on occurs ·in CQhesionless gmnul;!r soil deposits is a. 0,4 - 0,5 b 0.6-0.7 c. 0. ~ -0.~ <l l.U-J,I To provide safet) ll£3inst popong failure, 1\itb a factor of safety of 5, whnt sboulll be U1e nm~imuon permissible e.'<it gradient for soil with SpeCi fic gruv1t~ or 2.S and porosil) or 0.35?

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I I

il. 0.155 b 0, 11>7 c. 0 1!15 d_ (1,213 Figure g•ven belo\1 shows a smooth l'ertlcal lif<li'Jly rel:unmg wall With cohes10nless soil backllll having an angle of internal fnclion <!>. In tJtc grsplucaJ •·oprllSentl)tion of Ranktne's \lclivu eurtJ1 pressure for the retatnl~ wall showr1 iu figure. lengtJ> OP represents

0 ~. ren•cal stress a t the base b. verucal stress at a height HIJ rrom the

base c. ln1eral earth l)rcssure a1 th~ base d I nteral earth pressure at a lteight H/3

rrom the bnsc A ~)'n!hetic sampll! of wruer tS prepared by adding lCliJms KuoJi~ ite (a clay mmeral). 2()()mg glucose. I (,Kmg NaC' I . I ~Omg NlgSC),, nnd I l l mg CsCI, t•l I liter or pure water The concenll'ations of total soUds {TS) and fixed dissoh ed solid.~ 1 FDS) respective!) 1n the- ~ol ulion ll1 111g/l ;~re equul to a. 699 and 599 b 51J'J and JW t: l'i99nnd l ll<l d. 69'1 and 399 To del ermine the aOD5 tif D waste 11 a1er sample. 5, I() and 50ml alfquols of I he wilSie wmer "ere dil~te(l to 300rul nnd incubmed nt 2<1°C ul BOD bottles l'or 5 d Th II ~ II ays e resu s were us o ows.

Waste· Initial DO after S.No w:uer 00, 5 days.

volume ml mg/1 mgfl L 5 9.2 6,1> 2. 10 ~J 4.-1 3. 50 8.-1 uu

"'" ' Based on (he dato .. the m era!:e BOO, ol the waste water is "'I unl t(l ;1. 13'>.5 mgjl b 126.5 mg// ll J ll'l.ll mg// d 72.?. mg//

13.

15

16.

17

2 of 11 The cumulative no1se power distribution curve at a ct~nnin location is gl ven below.

0 ':----~­.,. - Llool. I. . .....

The ' ·alue of L~" is equal tu n. i>!ldEA b SOd.llA c. 7lldBA !l 60d.BA In case of govcmmg equnifons ror calculnung "ht:el load st.resses usmg Westergaard's approach. the lo llomD!J statements are made: I Load stresses are m1·ersel) proportion;ll lo wheel load. II Modulns or subgrade reaction ;,. useful ror lo;uJ stress calculation a Bolh.stalements nt~ TRUE b. lis 'rRUEaod llls PALSE c. Boih st~temeniS are FA LSE d Its FALSE and ll is TRUE Nqme the 1rnl1ic sui\'~ dills 11 hfch is plotted by means or Desire lines. a Accident b Classified 1 olume c. Ong111 uod DestinlliJ(ln !l Speed sud Ue]J!~ If aggregrue s1~.e ur 511-JO mill 1s to he ICI;ted for findm!; 1>111 lhe pomon of elong~ted aggrognles using lcugtl.t guuge. the slot Jengtlt ott11e gau.ge sh<•uld he ~. 81 llim b, -!5 mm c, 53 ffi~1 d. !)() mm The n~ccssaJY and suJiidcnt condinon for a surface 10 t;e c.~lled as a •free surfuce· ts a no stress should be aotJon on [l b. tensile stt:ess acting oo it must be 1.cro <!. shear slre~s actin~: on 11 must be zero d. no po1nt on It should be under any

stress A channel wi th 3 nuld slope JS followed by a borllontul c.hunnel aud them by a sleep chrumel. Whnt gradual ly ~nried flo1' proliles '' ill occU(/ a. M,, Ht. St

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18.

I')

20

2 1

22.

h. M2• 11: . S: c. M1 , H:.S, <L M ,, II~, S! t,lentif) tb¢ I'ALSI> s~•l~nlelll liom the lullowing. The. speo.tfit spt:ed of tlte pump i 110 I'I'U>es wi tb o. mcroas12 in shuft. ~--ed b. inc!'Qase in discharge c. i.lccren;;ein grovillltional allC.el.:rati<ld <L increase in head

olntion for !he ~ysten1 defined by rho se1 nr eqt~Ptl()ns 41' 3z - l!; 2r z - 2 and .3x 1 2v~ 5ts '

a . .1' • 0: vs l: : s i ' .3

J b. ~r=O. v~-; :-=2 • 2

I c .. t:;;J~ v =-;::=2 2

d. Nuu-existcJll

'rl d·n· · 1 · tlv 02· .J· nl I eroniiU ~IWLICIII - ·- = , ~ y IS dx

to I>! J>OI\'cd using llN backward (implicit) Euler' • method 1\i lh the boundary condition y - I nt x - 0 and \\~lh n step sit.~ of I. Wha1 wmdd be the \'>ilue !>f \' ut X I ., . .. 1.33 b. 1.67 "' 2,00 d. 2.33

1WO MARKS QUESTlONS

A thin-\\OI.Ied l11ng C) lin.dr'ioal tnnk of Inside mdi us r is ~ubjeoted simullnneously m intcnml ga..• pro.•sun: 11 "'"' axiul cnntpr.;ssivc fore~ F nl i1s 011ds. In order lo prQduoc ·pur<! .shear' ~tatu ~~I' Stti!SS in tho wnll pf I he cylinder, F ~hould b: cqnnllo a. npr-:1

b. 2 ~I',: c. 31t]l? d. 41tpr Consider the beam liB SM\\11 in the figure below. Pnn AC uf the beam is rigid "hile P!lrl CB hns lh!l lle~urul rigidity I~L [demit) lh" curr.!<!l contbii!Jllinll 1>f dollcction atond Fl nnd bending momonl 01 end A, ruspec1iwly

23.

24.

J ul I I , 1

c B

'l. L

~. PI}/JBI. 2PI, b. 1'1 ' •JISI, I'L c. SPL '!JEt. 2PL d. SI'L'' JEI. PL A ~imply ~uppomld beam All !Ius 1be bending mQmcnl diugrmn ns. shown in 1hc lbllo"ing ligur>:·

-ll~B

II L_ Ill L L

-1 h~ beam is possibly under llie at11un of fnllowing loads a . Couples ur M a1 C and 2M til 0 b. <Au pie~ <If 2M ru C und M ulf) e. C(lncen~tnted load~ \'lf Mil. 111 C ond

2Mfl. all) d. Concenlral.:d load of MIL ut C and

couple ot"2M ut D A beam wiUIIhG cro!<.'!·SCCh<lfJ given beiO\\ ls su~ectod ill a posiliN bending moment (cau$ing Colilpr~•sion at tho top) of l6kN­m ncling around the horizontal nxl..-. The !CIJSilu fhroo ncling 011 the hatched nroa nf lhc tri'~Ncl:li(.ln i~

a. 7.cro

b. 5.'JkN e. 8.9 kN ~. 17.8 kN

15. I r u llo!ltm .. ,. fi!l>lllllgulllr CI'O~"i<·S<l<:IHIII '" subjected IU U I'Ol' tiCW. sh.::u J'on::o V_ the ~henr li.>rre carried by th~ ~rpar on.,..tbird of tho ~toss-~tion is u. z.oru b. 7V'1.7 c. 8V/27 d. V13

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2ji For t11c section shown belli" , second moment or tl1e urea ubout un n~ is d/4 distunce above tile bunom uf tile uron is

~ o;. a bd1/48 b. hd1112

"· 7bd1(48

d bd' l3 27. 1 -~crion of a beam is funned l)y gluing

wooden plunks as shown in lh~ figure beiO\\ , If thiN hcam lran~miLS n consranl v~n icnl sl\ear rorcc or JOOO N. the ghoe ut :my ol'1he tour jointS will be subjected 10 u she_ur force (in k~r me1ur length) of

ll. 3,0 IL 4.0 c. ~.o d. 10.7

SOmm

200mm

SOmm

Oa ta for Q.'28 & Q.29 nrc given bclnw. olv•· the problems u.nd choose rhc correct answers. t'tm~ldcr n pmppcd cnmilcvcr henn1 1\BC under two loads of mngnilude Peneh as shl1\\'n In th~ figure belo1\o. Fie~ ural rigidity Ill' the beam i~ EL

•~' J; 'c' ,+J . } L L

2~ The reuction ut C i~ a. 91'a! 161, (upwutd~) b <1Pa!l6£. (downwurdsl e, 9Pn/8l (UilWardsl d 9Pl!!KL. (downwards)

29, The rotmJon Ul U iS

a. :S'PLa/16El (clockwi••) b. 5PI a/16F1 (anliClc)C~\\ iS~)

c. 59PLui16Eflclockwisel d. 59fiLa/16EL!nnlidockwJse)

30

J l

32.

33

I ul I I Vcrticill reactiort d~vclopcd ut B itt the l'rume below due to lhe applied loud or I Q()t.N {Wfth I ~0,00Unirn1 cnlss-scctional ar~a und 3. 12~ • 10•mm1 montem of incniu tiJr hmh member~) is

IOCM

A ............ '·. c

a 5))kN

b. 30.2kN c. 66.3kN d. 94JkN Cnrry·ovcr t'nl)lor C~8 tor th~ beam shown ln ~1e llgure bel<)l~ is

A

L

a. (/4 b. 112 c. _1/1(

d. I Consider the beam AllC..:O :lnd the mOueoc~ line as shown heiOI\ . The intluence I inc pertains to

A 8 C D

JJ. -S...,i 11 L na L t , 2L II

,.<'11 A 8 c D

a. rcnctoon at A, RA h £hear (O(CC ul ll. V 5 ~. ~hear filrt~ Cltl the len ur e, v ;

d sheor Ioree on the nghr (Jf' C, v: Assuming concrct~ be)U\1 t11c nouuul a~is m be crack~d, the shear str~ss across the depth of n singly·rein liml~·<l rectangular beam section a. Increases pnrabolicall) to the neutral

n~is and then drop; suddcnl) to 1.~111 Vulu\!.

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b. incre .. es panboli~nlly to dte n~utml a)(is and then remnm• constant over the r<rnJtliniug depth.

.:,. i.uore:t$~ l in"'ldy to tbe lltutral Axh • nd lh<11 Nll'lnru ~Onstnnt np to lh.: lcnsirm ~tecl.

d, increoses p4taholically lo Ute neulrnl lll<ill nnd th(tt) rtlmaim can.slaul Up to thq t~n~ion. steel.

34 As per J!;>45(i-2000. coMldor th" following slatemenL•~ I. 'lltc modular rntio considered in the

worlung •tress ruotlwd depwds on tlte type of ~tecl used.

l The~ io .tn upper linlit 011 the nom inn! ~~~~ar <tress tn b.oan}j Ieven with <b.oar toTnfore.:mcnl) due tu Utt.. ~ossibility uf crushln!!, of concrete in dillgonal compn:.<sion

~ A rectangular s lab whose length h ~~IJ.'IJ to its width mny not b~ a two­"")' slnb for some supJ)ortcondlllons.

!'he TRUE statement..-arc :b 1 ~nd'2

b. 2 and 3 ll. I and 3 d. LZ.nd 3

35. Con~idct thc 1\>llol•ing sl:olcrnctlloo 1. The widd•-trHhicknes• r:ttio

bmltmloos on the plate .>lcmenls under ".ompmssoon in sled members :ore in1po~t:d bv lS:S00-1984 in. order to ·uvooid l:.bric:lltion difficulti<:S.

1. In a doubly reinlorccd concrete beam. the ~trnin in cnmPJ·es~ive '"infor~orneul i.< Wgber Ibm llt~ stuin in the od_joinlng oone:r•otc.

3, lf o cantilever l-~ectinn support• • l.>h conslnlclion all along tis lenjjth with sullici<atl fricti<lu llclweeu tl1otu, lite pmnissible bending slteM in compression will he the same a< thai in knsHm.

lltc TRllE slutc:tm:n~ are 11. I and 2 b. 2nnd 3

"- l """ 3 d. 1. 2. oncl ~

0-ata for QJ6 & Q.J7 a r.- given below. Solve Uw problems and cbooM! corr~d aosw•r,_ ho tho d""ign of beano.s Jbr tbo limit !tot~ of collopse in fle:•mre rut p..- I s ·<IS6-2Utltl, let. the

Solll lliAXimum strnin in con=te be limited to 0 0025 (m place of o.otl~S ). For this ~itu.,tlon. cun•i<ler"' reclan~ular he~tm $Ciltiun with breadth •• 250mm. effective acplh ·~ 350nmo. ·~ of leu~ ion 5ttel 4~ 1 SOOmm:. nnd chal'll~teri~ti~ ~lrensth3 tof concn;te ond steel as 30MPa •nil 2.501\W,t respectively,

36. 'llto tl~pth of neutr•l axi> for Ut• balnoced fnilure io a. 14l)n1m b. 1S6mm c. l68mm d. 1115mm

37. At !be limiting >lllle uf collnpsu in flexure, tlte force actiog on the comprenloo zo11e of the s!O\."tion i< ;o, 3261.\.'! b. 38.9 kN 0:. 424 kN d. 542kN

3M. C'o~ldorr the folio";"& <lllicmenl5, I. l'ffett1ve lenglh of o bnllened ~olumn

1$ ~ually inllreasod to u.:co unl for the ddditional loud on b:Uicns due to lhc; l•ter11l expansion of oolunms

2. "-s pc'f ]51800-1984, rc:rmis~lblc Slre&s

m bendtn& e•1mpression deponds 011

bollh Euler bucl; lins slrc:.ss ~nd lit~ yield •tress lofsteel.

3. , \s. pcr IS:H00- 1984, tl1c effective length of a colomn eflectively held in p<JSitiou at budt ends bulnot reStrained ag:o.itllilt elation. is tnltcn lo be greutct: than that in the ideo.l end conditions.

The rRllP, Rtnlcmcnts :ore a. 1 lllld 2 b. 2 anll3 c. 1 and 3 d. L 2 l111tl :;

3!>. [n the dl:!llgn of 11cld~d lcn&iQn mom ben~, CQnsider the lollowing Rlatements· I. The c:111ite cms•-so:dioon~ l ~'"" nf the

conodCted le~t is ~~~umod to .:Onto'ibute to lht: offeoti•c "'"" i" JUUlC t•funglc'>

2. Two ongle~ back·to-back and lack­welded as per the C()dal requirements !lUI) b~ :JSSumed lo behave as a lee soc:Lion.

3. .\ cl!ack 011 •lcndema .. ratio 013\' b<> neca~:uy In .soq1e cai~ •r'he 11Rt TP. stalcru~n~ are

a. 11111)• I u"d 2 b. unly 2 .111tl ~

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c. only l Pnd 3 cl 1 . 2~11(1 ~

4(1. When lh~ hinngular se<:timo I' a beom as shuwtt below bc~me$ ~ plulie bin~<>. tloc ~:omp.l'\.~ivc force: 11eting on the ~cction (with c:r1 denoting the yield stro,o;s) hecomes

co.. bbcr1/4 b. 2bhay /9

c: blu:r1 •2 d. bha1 J3

f II

1

41 . A sample of salllrated coheoill>nless soil tested in a drained IJ'ini•l compression te~t showed an angle:: ill iutemnl .IHction of 30°. noe devU.toric •tre.~>• ot fuUurc l'or th~ sample ol a confining pre<< ore of 21)(1kPa Is equal to '1,. 200kP'~ h. ~OO)(P• c:. 6()(JkPa d. S()()~<i>n

42. l..lst-1 below gives tho pqssib le types of lltilure roo• 3 [mite soil s lope >nd List·ll !lives lh~ r=omc for tltesc difr<-rent ty11es of f."Lilure, IM~h the items in J..i•t-1 with th~ item$ in

t ist-n and ~dl<:e~ the com:d art~wer frnm lllc cod~ given below the ~lis~1:

Li>l·l J>. Base f.1i lurc l,l. F~ce f~ilure R. 1'oe failure l,i•l·ll I . Sotls obov~ anJ bul011 tb~ lbd Juv~

Hame 11rcnath 2. Soil abov" the toe "' cooopnrntivoly

weaker J . Soli above the toe os comparath-ely

~trong<=r

(".ode.;: p 0 R

•• 1 2 ~ b. 2 3 I .:. 2 3

6 ul II d. 3 2 I For the ~Clil profile shc)wn in ·figure helm•, the minimUIO OUIJlbC1' Of plllC.UI Cf>ncn:i<: JlUI:> of 300mo:t dilctilelcr n:11uir<d lQ $3fcly carry the load lor 3 given factl)r ot' safety of 2..S (3<Suming 100% <:Jiiciency for the 11ile gmup) L~ .:qunlto

I

lOIII

• . Ill b. 15 <!, 20 d. 25

L

' '

j 500WI I

'

......... .ur.-, OOicPa

1

0. _, 4•0.5

.1-1, In a stnndard proctor te.sl, 1,8 ks of moist soil was filling the mould (volnme = 944cc) after CCHIIJ>octiqn A soil sample "dsbiug 2Jg was t;ok"" from~ the nwuld and ovwulriod for 24 hoUl~ at • lempenture of l lli"C Weight of Ute dry sample was foond to be 20g. Specific gravity of soil •olids t.. G 2.7. The lheorcticol rnoxomum vo lue of the dry unil welgh1 o f' the soil 2t that Woh:r con1en1 Is equa l to a. ~.67 k.NiruJ b. li.HNini t c. 16.26 kNim' d. 18.85 kl':/nl

rial a rcor Q. ~5 & Q.'i(i nre gh'"'' belnw. Solv~ th e J>rObktt" and ch01lMl th~ L'Orrt'<:L answers.. Tioe 11\'cra&c cffc~tive IIVt-rllurdc:o pressure un 10m thick homogene()lt~ ~•tumted cl•y lnyer L~ 15010'•, Con$<11id~licm IC::Sl on on undi1tuo. b¢d soil 6lhnple lllken from Otc clby lpyer slto" cd tlwL Uo<> \'Old rutio dccrcaJled from 0.6 to 0.5 by increo~lns 1he ~tre,>s inten~ity from IOOil'Pa 111 .;OOkPa (lf =~~S),

~5. The initial void ralio oftbu d11y Loyer is

" · 0.209 b. 0.56:1

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1!. 0.746 cl 1.000

.16. Mte tot2l consolid~t iqn selllertlenl of th~ clay lnyc:r duo to lhe coll!ltrulllion of o s~·uelurll impo•iug au addiliotllll ~lr""' iulonsity nf2()(lkP~ 0. a, 0,10 m h. 0.25m c,. 0_35m u. O.SOm

D~hl for Q. -1'1 & Q. -18 >tr~ J;~n'n h<!lo•1 Solve th~ problems and choose the corr~<l liO$WCrb.

Labon•Jory sle' c :ona!y$is W3!< COimed oul on u «<til snmt•lc using J comt•letc set of stnndurd lS si"VC>:'lc Out of SOOg of .soil u.~e<l in tho: toll. l.OOg w~~ retained no IS 5110p llievc. :l50g wns rei:> ined on IS 50Qf• •ieve and the remain In!! 50g was retained on JS 4<.5J.1 sieve..

.!7. -n1o codJidcnt of uniformity of the soil is n. 0.9 b. 1.0 c. 1.1 d. 1.2

48. 1lte clas•iiic:tiJ~n nf t~c ~nil i~ u. S1, b. sw o. Gl> cl . GW

49. f'he compositi(ln ol' ~certain MSW .. mple :md spc::eiJk weights uf its vaniJu~ cumpoucnlll arc. given buill\\ :

Stl.

Per cent Sp(-cilk

Compon <nl by weight weight (k!!l;u>J

Fuud w•sh: 50 ~00

Dirt i<IHI "'" 30 500 Pl:o~Lit:!! 10 65

Wood & 'lord 10 125 W33tC.

Specilic ~<eight (k,slmjl of the MSW ~~mple Is

·" 319 b. 2 17 c. 20\) d. 19') 11te mc:m ind0<1r •irhurne Chlurufi>rm (rHC IJ) COtiCI:Itt(OU(III in u lllllm Wall !let"tmincd 10 be O..l~•g'm).

7 "' '1 Use !he following d't• T = 29;; K. P = I ;ttmo.~phere, 'R 82.1)5 10 ~ ~tm ,mJ moi-K. Atomic weights ; l ' = 12, H = I, ('I = 35.5 . This cunc<:nlr3tion oxpressd<l in poJt.; p<:r billion (volwue basis, ppbv) is .:qual to •. 1.(10 ppbv b. tJ.20 ppbv c. O.Jil ppbv d. (1.08 ppllV

Dllt.u ror Q.SJ & Q.SZ IU'C gh"'u below. Solve the problem$ ~bd dooi)S<> co~rcd 11~w~r!>. In ll mt>i<l sand filter, the time for reuchlng parliole bre.1k through (T a) is deJined a.• tltq time elapsed fi·orn ~tmt of filter run tv Ute time >1 wb.kb Ute. turbidity of the affluent from the filt.or j, grealor than 25 N'JU The lime l'o; reachmg tennfn.1f head loss ( I' H) I<> ~ctined a~. Ut" time elapsed from chc •lllrt of' the liltlll' ru11 Ill lbc limo whc'll heod lOlls :u:russ the filter is 8'"'•'tt'l' th:m '3m .

~t.

52.

The effect a r increa~ins the filter depth (wltile beping aU o~ler oondltion~ u mc) otl Tg and Tfl is a. Ta inorea~~ ond T u decteases b. ~Qth l'n and Tu increase c. To dccren~es and ·r, in<-reases d. both 1'0 and T 11 dect~., The eOecl of incr..:osing lbe filter funding mill (while kcllping o1J other 1.:0ndiLioru; ~•me) em 'l'o and Tn ~· a. T11 im:nl3SCS "Jld T n dccren~o~ h. both 1'0 and ·ru lncrcs.se .:. T ade.:r~ses and T fi incre.1ses d. both 1'n o.nd Tt~ won::''"'

Oattt ror Q.SJ & Q-5-1 •rc gi,•cn bi'IO"'· Solve th~ problem,, :1nd choo~ corrt'ct anS1•en •. A w~tcr contains the rol!owing disst~lv<!d iQII.!I:

f~•-) - S6 wgrl! [C•~l ~ .10 mgll: IM!f ·1 3U mg I ~ [Atll 3 tn!l/ l!

nrco , 1"' t90 mai.ICil "' 165 •ns/1 Water pH "' 1. :\tOmi., wei8hts l'a - 411: Mg . 24: A I ' 17: H : t: C : l2: 0 : If>; N:t t 2J: Cl : 35.5

53, The l.oi<IIIL1rdnes. ofUu: ••mple in m.gti os c~cu1Js a. -18·1 b. 450 c, 242 d. 2<.5

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54. The n<m...u~rbonotc luu·dncM of the .sample m mgtl.s raco, il

"· 225 b. 156 c. .86 d. 0

SS. During • 3 ht1w stom1 eveot, it wol ob•erved lhnl all nbllrnc1irms olh.~r 1h~n infiltcation are ntglij!ib)e. The o·ainfnll wail idc.1lizc:d •• 3 one lto1•r stonns of illlCO$il) 10 mmlhr, 20 mmlltr ""d 10 mmlhr reypeetive.Jy ttnd the •nf~tralio11 wn~ idcolizcd ~· n Hottrm c\ll vc I' - 6.8 1 8.7 txp( -1) ({ in mm nu ond 1 in hr). Wh•l ;, the dfec.live rninl'nll? ~. 10.00 mm h, l 1.33 m01

c. 12.43 mm <L 13.63 mn1

56. In a cuhh·ntcd ·arc~. tho soii lml porosj(y of 45"~ and field C>~p>coty of 3'8°1>. fill' • panieul•r OlllJ'· the root zone depth is 10 m. Lhe f"'tlllllllCIIl "iltin~ poinlis 1 0'?" aJtd lbo comumpli,·e usc is 15 rum/d. If the irrig~lion <rffioiem:y is (,()%. whnt sbnuiJ be the fn:rp1en~r or Irrigation •uch Lhut the moisture coutcoll. doe• not fall below 501'u or the tru.umum 3\'liibblc moisture'?

'" 5d h. tid c. 9d tl. J5d

Data r•Jr Q.S7 & Q.S8 1tt<' gh-cn b~lo•v. Sotv~ the prohl•m• lind (h~o.,e •orr~ct onsw~r .. Fllr n catchmenl. lhc $-curve (or S·h)drt>l!fOJihl due Jo • r•infaU of in~il:y lomltr ls givott by Q : I (l f l) c.'lp ( l) (tin hr nnd Q in mJM

57. What ill the are;~ oflhe cald1menl'l a, O.OI~m1

h. \I.J(i\,:10~

c.. LOOian1

d. J .2llkm1

58. What wtll be l11~ ordinol" of a 2•hour unit hydrograpl• for this ~tcltmenl •t l =3 h•lUo'/ '1. 0. 1~ m 1/$ h. 0.20 mll~ c.. 0.2 7 m~'$ d. 0.54 m1 ~

8 ul 11 59. IJ~ii1S IRC 37-1 9H4 ' 'Guidelines tor thc­

nt:~ign ol' Fle:>eible Pavemenl9" and the following •lata. d oOQSc lhe h>tal llll~kn~s uf Lhe pawouonL

Numb<T of ""uuu= i•l vchi~lo~ 7.723 when oon<tru<lion ill completetl n>hldav Annuai iUOwth role nl' the traffic 5.0'1o Design I We of the p3VOJ11enl 10 veal'S

Vehicle damnve fl1c1or 2.4 l:BR. v~ lue of Ooe subg•·nJe.soil 5°o

DatA ruo• 5% CDR value Numh•·•· M Stouular.l Tul:ol Thlckn<'S$,

.t-\.SIL'S m~:a nun ";!() 6"20 2S 6110 30 670 4(J 70()

•• 620 ntlll

b. 640 rum c. 670 111111

d. 700 mm 110 {\ velucle moving ot (,fll.:mph on nn

ascending g,tadient of a ltigbw~y lms to euiU~ tu slop po•itido W :II'Oid oollisi<!n with a n otioMIJ' objcc.L '11oc ratio of lag to ~o-.ke di>fonce is 6:5. Considering total t'en~tion unuo Of lbe driv.:r a.s 2.5 secon.L. :md the cociiiei.cnl of longitudiJJltl friruou as ()..16, tb~: value nf :.scending gudient ('1-o) is a. ~.3

b. 4.M c, 3.3 d. 6.8

61. AI • horizon~;tl curve portion of o .t lnne undivided c~niogeway, • lr.msilion e urve is to be itll.roducod to alL,ltt t"'Juired .sup.,. elevaliatL The design speed ;. 60kmt•b nnd rndh~• of the rnrve L• 2-15m, 1\.<stm>e­lengih of whi:el bas~ of a longest vebi~le as 6m. $Up.:r elevation rnl~> .s 5"·> aml role of introduction of litis super elevotlon "-' I In 150. ' l1te length of' the tr:msition cutve (m) roquu'ed, if the J)avemenl is rolnled about iunCf' cdjjc is

"· 81.4 b. ~5.0 c. 91.5 d. 110.'2

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62- Fordesigmnga'2-pbnse roxed 1)1>" ~ngnal at an intersection having North-Soudt und Eruil-\Vest ro:td whore only stnlighl alt<llLI !mille 1;; [l<'nltill<d, the. follu11 ing duhl i~ nt~tilahlc.

P3r;tm-.·fl•r J~urth Suulh E;lst IV<'>1 !Rsign HQW' 1000 700 900 550 Flo\\•(PCU'hrl Sa1umtion f low 2500 25()0 3UOO .3000

· il'CU brl

(,3 .

64,

65.

Total Limo lost per cycle Is 12 .>l!conds. 'the cyc.te length (s~conds) JlS pcr Webster'• approach is .. (/7 b. 77 0. 87 d. 9 1 On "" urtmn ruud, lit< r;.,, mo:ut Sl)<l<d wa.' !11<4l'UNd as 70 kmplt and Ute Ol'#<til" ;'J'llcing bo!!Wecn lllc "~h iclo• und.'f jum condition as 7.0m. 'Jllo! ~,c~d-tlow-donslty cqlllltinn is given by: \1 here. I I; SJ)OCC·tiiC!ll!•pecd {kli1Jlh); I t,r= rrce m<an ~peed (kmph): k densily (~<lv\m); l-..1 = j um dons if)' ( veh/km): •I = flow (vell!hr) . Tite maximum n ow (vcM1r) por lane for lhi> .:umlition is •qu•ILC> .L 2000 b 2500 c.. JOOO cL No:o~ of tb" nb<lve A suhgrutk soil swupl~ ww; to;1cd using SfandJU'd CBR uppar:nus wtd the ubscn;d.tJons nre f1.iven below.

80.5 5.U AsStWtiu~ that lh" l<>nd-ponctnniou cun•c is oouv~s. lllrougboul. th~ CBR vnlu~ ("'•) •lfUte sampli.'l~ a.. G.5 b. 5.5 o. 4.4 <l 3.9 'flt~ Oi.lSOfVCd trmgn<llO bcnnng of 0 Jlnt OE was fouud 10 b~ I 85'·· It \VtlS lnti>r discuv.:red tlmt stnliou 0 bud 11 looul altmdion ..,r 11.5' - l'lte true hcnnng or tho

116.

G?

•J of ll line 0£. coosldcrit:tg a mognetic d"diruuion of3,5"hsbnll b• a J 80~

b. I.S'/0

~. 190° d, ]9:!0

A & nd1 M tu~k (BM) with Reduced Li!vel (JU.) 155.31!5111 b:.• b«n cstnbli•hod at I he floor or a r<>om. h ($ required to li11d 0111. !be R.L of ili< uudcrsid< or tbc roof (R) of the roont using Spirit Levelling. llt~ llack Sight (BS) to the BM bas bOOl o>bscrw d liS

1.500m wherertll the Fore Sight (FS) 10 R. bas o<en observed as b,575m (Stuff hciQ itl\'erh:d). The R.L(m) •)f R \1 ill be .L I S5.RSCI b. 151.>.230 c. 1.57.3\!U d. 15?.1(60 Consider th.: tollowu1g ligur.:. wh1cb is ru1

extract from a contour ntfip (scalo ~ 1:20.000) of nn nrcn. i\n nlignmenl Qf n rl)ad at n (" ling gradient of 4° i> is to bi! l3x•d f:rom the poillL U Wld b~ynod. Whnt gltould b~ the- rudius of d1e urc witlt 0 ns tb~ e"nt.er to ::•l th~ puint uf nllgnment. of II'!! ntxt ~~1110!tr tin th~ mnr?

0~~ y , .... 30m "'"' ~

.. 0.025 em h. 1),25 em c. 2.5 ClU

d. 5.11 cnt ln 1h~ liguro &i""" ()eh)W, lh" lengthll PQ (IVCB ! .!0001 and QR (WC'I3 : -+S' l r"~pcctlvcl} up to lltt~e pla~.'S ilf d~dntal

N R'( tQOON, IOOOE)

r,:_ a. 273.205. 93R 186 b. lT;\.20$.551 .815 .:. 55U!I S.5S l.815 d. 3~1 .10!1. 958. 186

E

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69. .During u l<:velling work. ul()oJg tJ ftoUing gruru~nt uling" Dumpy Level lmd SuoiT of 3no length. following sucocSJivc reading• were token' 1.785, :!.935. 0.3110, 1:320. \Vhrot wllllw:- the C<)JTeCt <>rdor ot: !><)()king lhClc tour readings in il. lt!Vd 1>(>011'1 IS5 Buok Sigbt. lS : \Joll:rmt:diillt Sisht. FS: f'!lot Sight) 11. .BS. I'S. BS. FS b. BS, !S. fS.FS o. BS. IS, IS.I'S <L .BS, IS. BS.. f.S

70 llio velocity field fix". now is gi\·en by;

r - (5x+ 6o•+ 7::) i + ( 6.t+ 5,r +9= )j

o(3x 2o• ..!: )k and lhu d11nslty vnri""

,. p : P. exp(- 21) , In 11rder that the m~$S

h oon!AA"\Io<l. the valuo on. should be ~- ·l2 b. -10 e. -8 .!. 10

71. A bydl'ilulic jump occu1~ ill u teduugulllt, hori7C)nl1~ frictiunles8 channel. \Vhnl wquld be the pit:,jump depth if doe Ji,clwae per- unil width Is 2m" • on and the ~o:~·gy lo» is lm'/ ll. 0.:21)1 b. 0.3111 o. 0.8ru J. 0.9tn

72. A Vel') -.ide rocl.tngulnr ch;~Jmel iA

d.,ignod tu ~nrry o di•churg.: qf Smsl& pCT mel<>' 1•idth, 1be desil!n is b>,<ed om do" l\lf;onniny's equation with the roughness .:oellloient o~lllined froru the grnln siu u~ing Stickler· s equntion ruod = ults In ~ illll1ll>L depth of I.Om. By mist.kc, howovcr, the enginoe. u~ed the gr•in di:1meter in mm in the Slic~ler'• t:CJU:'Itiun in~teucl <>f in meter. \VIo;ot shovld t>e IJ.oe c.orrccl normal dl:1pth1 •· 0.32rn h. (l.50m c, 2.00m tl. 3.20m.

73. The llcm or 8.)Y~etio (ltiocmatic viscosity ~ ; 5 JO .. on·ts) in an open channel is lo bo modeled in • laborntory llumo using '•oter (\ : l tr"Jn~l,) ~·the llowing t1uid II' both gr:o"ily a nd VIscosity nre imponunL wh31 6hould be Uoe lengtl1 sc~le ( o.e .. r:nlo

7~.

II• of \I of llfOIOL)'tle 10 ln<>dcJ di.mensiOW) f01 m:aintaining_ t.lynomic sisnila.ritv? n~ 1 b. 22 C~ 63 d. suO 11•e thickness nt" the laruin:tr buund.•ry layer on :o n~t plu1e nt • poonr A ,g 2. em and aL a proint a. I'" dll\\ nst(l::ll~ I)[ A. IS 3um. \\~oat i• tho: di6tuucc:- 11r • fonn the leudin!t tdgc: of the plate'/ •· 0.50m b. O.SOon c. :LOOm d. J.25m

Oata ror Q. 75 and Q. 76 art' givm ""low. Soh ... lbe probl01n• and choo .. roJT«t10RifiV1'1"'·

An upw3rd Onw ~foil (n,. .. den~lty ~(l()kglml. dynumic viscosity II.~Wm·S 1 takes pl•l\c under Ia minor conditions in :o-n inclin.«l pip~ ul' 0, I m diamclOI' • A shown iu th.e llgutc. The P'''"sut<:. at s..:tlou• j nnd 2 nre "'"""wed as p, a ~55k;V I (11

1

!11ld p.1 = 40IM,v l m'

'1.

15. TI1e> disuh~trgc in tloc pipe iw C(JUIII to 8. !1.1 on m~L< b 1), 127 on' I• ~. ll. 144 m )ll

d. u. l 61 m'r.• 7(>. If the now i~ rewr..ed, ke.eping the •nme

di,ehargc, and the prClsun: ot •ecti()n I i~ m•iJ.otnlnoo tL~ ~Cl5k'N'111:- lhe- JIO'eSSUn: Ul

,c:ctio.n 2 L~ equal to a. 488 kNiru~ b, 549kN/m2

o. 5lf6 k.Ntm' d. 61-t kN:m:

77. For a given mnlm A ~ one uf dto oigcn \'nluos ;_, 3. Tl\e otloer two eigcn vnluC$ aro A. 2, - 5 I> 3. - 5 c. 2. 5 d. 3. 5

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78.

79.

8()

81 .

The di=tionQ\ derivative of j\11. y. z) = 2lC, - 3y'- z0 lit the pomt P(2. 1.3) m th<:" direction oflhe vector a - i-1k i~

~ - 2785 b. 2 145 Q. 1.78'1 IL 1.000 A cl•ss ol' nrst year (3. l 'ech • .student-< Js cnmposed or four batcltes A. B. c- and I 1. ea~h eons is ling of 30 <tu.donts. It i~ found tlwt the •es~ional marks nf •t\ulen~ In Engineering Drawmg in batch C have a llle.-tn or 6.6 and sb ,ndard deviation ol'2.3. Tha mc.>n nnd • tnndard dcviotion of the mntks for the Clllire cl:o~s nre S.S •nd -l-.2. ""'J)eclively. It is dteideil by the cn11r,;e in~lrllctor 11) tll)rmolize llte mur~s of t.h<' J tudl:nb of oJI bolt hts lo bovc lbo aom.: mean and • t•ndo rd deviation ru; Uwt of lhe entlt-e cla~s. Due to tltis. Ute marks or 2

student iu b<Ltclt Care cbauyoo front 8.5 Ia •• 6.() b 7.0 c. s.o d. !1.0 A 1"1 deg>-ee polynomial. f(x) has vnlues of J. 4 oud IS ol :. 0. 1 •nd 2.

ro;Spc<!li'Yely. 11to integt.:tl J ((:r)cl-c I. to

• he eshmated ~y :tpplying the trtq>w.mdnJ rule to tins wna. \Vhatt> the crrot (deli ncd as ·'true valuc • •PJll'O.'<im11te vs lu.,·') in lite e«timolc?

4

b. 2 3

What is th" ~rea conomnu lo I he circles r ­" ond r = 2a 0:0> m .. 0524a1

b. 0.6l4•l c. !.047 ~l d. 122Sal Usinl} Cauchy'• lntegr:tl theorem, the

"Value ul' the integra l ·(inlogrotiutt boing taken itt aouutur dodtwisc direction)

.l 6 rns dzis • ~~- I

83.

84.

85.

It of I 1 21f

• . 8141ri

b " 6 • • - JTI s 41!'

c:. - 6trl 81

d. I There nre 2 5 ealculalt>nl m a box. Two of lhttm are defot.tive. Suppo.l<> ~ ~Jculalonl art rondotn1y flio);:cd Jor iu~J•~-ctinn (i.e., cncl) Ita,, the MmC chance of being >elected), whal is the pmbohility thai Qrtly line 11f lh• de&ct.ive <:.11ouloUJrs wall be inclutlcd iu tho: lnspo;ctiou1

l •• 2 1 b. 3 1

4 J d. 5

A spbctiC3J napblhnlcno ball ":<posed to lhe atmosphere lose. volume al a rnle pmpmhon• l to its instantoneous surtnce :u-ea du~ to .wopuration. If the initial di•mclet· of tlul boll is 2 em and the­diameter reduocs- lo I em nft~r 3 months • U1e ball completely evaporates in •· o months b. 9 month~ c. 12 ntonUts d. infinite time The solution of th<l difforential equation,

.-1 <ly ;-2!]•-.H J = 0 &l\'en lh•t al:r = I. d.r

,.=(I ~~

I l J •. --+-2 .>' 2..:' I I 1

b. ~-2.i I I 1

c. - + - -- -2 X 2.k'

1 L l d.-·-2 ;t 2.--'

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