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I GATE-Z006 I u[J

I CIVIL ENGINEERING ｲＭＭＭＭＭＭＭｾ］］ｾＭＭｾ］］ｾ＠

2.

'3,

ONE MARKS QUESTIONS

Mohr's circle for ｾＱ ･＠ smtc ofsttess dclined

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

a. rentl!t at ((I.O) lllld ｲｮ､ｨｬｾ＠ 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 ｳ ｲｲｾｳｳ＠ acting atots cross-section is equal to ;1. .zero

l6T b. rrd'

32T c.

Ｌ ［､ｾ＠

d MT lTd'

rhe ｨｵ･ｾ＠ 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 ｳｴｲ･ｾｧｴ ｨ＠ 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 fo ll owing 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 soil s For steady now to a ful[y penetrating well in a oonfioled aquU'er. Ute drawdowns at radial distances of r1 and ｲｾ＠ 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

' ｾＺＮｾＺ Ｌ｝＠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 ｜ｾｾＡ ｴ ｷ･･ ｮ＠ 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. Ｐ Ｎ ｾ Ｍ Ｐ Ｎ ｾ＠<l l.U-J,I To provide safet) ll£3inst popong failure, 1\itb a factor of safety of 5, whnt sboulll be U1e ｮｭｾｩｭｵｯｮ＠ permissible e.'<it gradient for soil with SpeCific ｧｲｵｶＱｴｾ＠ 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 ｲ･ｴ｡ｴｮｬｾ＠ wall showr1 iu figure. lengtJ> OP represents

0 ｾ Ｎ＠ ren•cal stress at the base b. verucal stress at a height HIJ rrom the

base c. ln1eral earth l)rcssure a1 ｴｨｾ＠ base d I nteral earth pressure at a lteight H/3

rrom the bnsc A ｾＩ Ｇ ｮＡ ｨ ･ｴｩ｣＠ sampll! of wruer tS prepared by adding lCliJms ｋｵ ｯｊｩ ｾ ｩｴ･＠ (a clay mmeral). 2()()mg glucose. I (,Kmg NaC' I . I ｾｏ ｭｧ＠

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 ｳｯｬｩ､Ｎｾ＠

1 FDS) respective!) 1n the-ｾ ｯ ｬ ｵｬｩ ｯｮ＠ ll1 111g/l ［ｾｲ･＠ 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 ､ｩｬｾｴ･Ｈｬ＠ to 300rul nnd incubmed nt 2<1°C ul BOD bottles l'or 5 d Th II ｾ 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 ｾ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 ｣ｴｾｮｮｩｮ＠ location is gl ven below.

0 ＧＺＭＭＭＭｾﾭ.,. - Llool. I. . .....

The '·alue of ｌ ｾＢ＠ 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 ll omD!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 ｮｴｾ＠ TRUE b. lis 'rRUEaodllls PALSE c. Boih ｳｴ ｾ ｴ ･ｭ･ｮｩｓ＠ are FA LSE d Its FALSE and ll is TRUE Nqme the 1rnl1ic ｳ ｵ ｩ｜ Ｇ ｾ＠ dills 11hfch is plotted by means or Desire lines. a Accident b Classified 1 olume c. Ong111 uod DestinlliJ(ln !l Speed sud ｕ･ ｝ ｊＡｾ＠

If aggregrue ｳＱｾＮ･＠ ur 511-JO mill 1s to he ICI;ted for findm!; 1>111 lhe pomon of ･ ｬ ｯ ｮ ｧｾ ｴ ･､＠ aggrognles using lcugtl.t guuge. the slot Jengtlt ott11e gau.ge sh<•uld he ｾ Ｎ＠ 81 llim b, -!5 mm c, 53 ｦｦｩｾＱ＠d. !)() mm The ｮｾ｣｣ｳｳ｡ｊ ｙ＠ and suJiidcnt condinon for a surface 10 t;e ｣Ｎｾｬｬ･､＠ 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 ｳ ｬ ｲ･ ｾｳ＠ ｡｣ｴｩｮｾＺ＠ on 11 must be zero d. no po1nt on It should be under any

stress A channel wi th 3 nuld slope JS foll owed by a borllontul c.hunnel aud them by a sleep chrumel. Whnt gradually ｾ ｮｲｩ･､＠ fl o1' proliles '' ill occU(/ a. M,, Ht. St

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om18.

I')

20

2 1

22.

h. M2• 11: . S: c. M1, H:.S, <L M ,, ｉｉｾ Ｌ＠ S! t,lentif) tb¢ I'ALSI> ｳｾｬｾｮｬ･ｬｬｬ＠ liom the lullowing. The. speo.tfit spt:ed of tlte pump i 110 I'I'U>es wi tb o. mcroas12 in shuft. ｾＭＭ･､＠b. inc!'Qase in discharge c. i.lccren;;ein grovilll tional allC.el.:rati<ld <L increase in head olntion for !he ｾｹｳ ｴ ･ ｮＱ＠ defined by rho se1

nr ･ｱｴｾｐｴｬＨＩｮｳ＠ 41' 3z - l!; 2r z - 2 and .3x Ｑ Ｒｶ ｾ Ｕｴｳ＠ '

a . .1' • 0: vs l: : s i ' .3

J b. ｾ ｲ］ｏＮ＠ ｶｾＭ ［ ＺＭ］Ｒ＠• 2

I c .. ｴＺ［［ｊ ｾ ｶ ］ Ｍ［ ＺＺ］Ｒ＠2

d. Nuu-existcJll

'rl d·n· · 1 · tlv 02· .J· nl I eronii U ｾｉｗｌｉｃｉｉｉ＠ - ·- = , ｾ＠ 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 ｜｜ｾｬｨ＠ n step ｳｩｴＮｾ＠ 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 ｾｵ｢ｪ･ｯｴ･､＠ simullnneously m intcnml ga..• pro.•sun: 11 "'"' axiul cnntpr.;ssivc ｦｯｲ･ｾ＠ F nl i1s 011ds. In order lo prQduoc ·pur<! .shear' ｾ ｴ｡ｴ ｵ＠ｾ ｾｉＧ＠ Stti!SS in tho wnll pf I he cylinder, F ｾｨｯｵｬ､＠ b: cqnnllo a. npr-:1

b. 2 ｾｉＧＬＺ＠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 ｬｬ･ｾｵｲｵｬ＠ rigidity ｉ ｾ 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

ｾ Ｎ＠ PI}/JBI. 2PI, b. 1'1 ' •JISI, I'L c. SPL '!JEt. 2PL d. SI'L'' JEI. PL A ｾｩｭｰ ｬ ｹ＠ ｾｵｰｰｯｭｬ､＠ beam All !Ius 1be bending mQmcnl diugrmn ns. shown in 1hc lbllo"ing ligur>:·

Ｍ ｬｬｾｂ＠

II L_ Ill L L

-1 ｨｾ＠ beam is possibly under llie at11un of fnllowing loads a . Couples ur M a1 C and 2M til 0 b. <Au ーｩ･ｾ＠ <If 2M ru C und M ulf) e. ｃＨｬ ｮ｣･ｮｾｴｮｴ･､＠ ｬｯ｡､ｾ＠ \'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 ｳｵｾ･｣ｴｯ､＠ ill a posiliN bending moment (cau$ing ｃｯｬｩｬｰｲｾｳｩｯｮ＠ at tho top) of l6kN-m ncling around the horizontal nxl..-. The !CIJSilu fhroo ncling 011 the hatched nroa nf lhc ｴｲｩＧｾｎ｣ｬＺｬｩＨＮｬｮ＠ ｩｾ＠

a. 7.cro

b. 5.'JkN e. 8.9 kN ｾ Ｎ＠ 17.8 kN

15. I r u llo!l tm .. ,. fi!l>lllllgulllr ｃ ｉＧｏｾＢｩ＼ﾷｓ＼ｬ＼Ｚｉｈｉｉｉ＠ '" subjected IU U I' Ol' tiCW. sh.::u J'on::o V_ the ｾ ｨ･ｮｲ＠ li.>rre carried by ｴｨｾ＠ ｾｲｰ｡ｲ＠ on.,..tbird of tho ｾｴｯｳｳ Ｍ ｾｴｩｯｮ＠ 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 ｮｾ ｩ ｳ＠ d/4 distunce above tile bunom uf tile uron is

ｾ＠o;. a bd1/48 b. hd1112

"· 7bd1(48

d bd'l3 27. Ｑ Ｍ ｾ｣ ｲ ｩｯｮ＠ of a beam is funned l)y gluing

wooden plunks as shown in ｬ ｨｾ＠ figure beiO\\, If thiN hcam ｬ ｲ ｡ｮｾ ｭ ｩｌｓ＠ n consranl ｶｾｮ ｩ ｣ｮ ｬ＠ sl\ear rorcc or JOOO N. the ghoe ut :my ol'1he tour jointS will be subjected 10 u she_ur force (in ｫｾｲ＠ me1ur length) of

ll. 3,0 IL 4.0 c. ｾ Ｎ ｯ＠

d. 10.7

SOmm

200mm

SOmm

Oata for Q.'28 & Q.29 nrc given bclnw. olv•· the problems u.nd choose rhc correct answers. ｴＧｴｭｾｬ､｣ｲ＠ n pmppcd cnmilcvcr henn1 1\BC under two loads of mngnilude Peneh as shl1\\'n In ｴｨ ｾ＠

figure belo1\o. ｆ ｩ ･ｾ＠ ural rigidity Il l' the beam ｩ ｾ＠ EL

ｾＧ＠ J; 'c' ,+J . } L L

Ｒｾ＠ The reuction ut C ｩｾ＠a. 91'a! 161, Ｈ ｵｰｷｵｴ､ ｾＩ＠

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 Ｈ｡ｮｬ ｩ ｃ ｬ｣ Ｉｃ ｾ ｜ ｜＠ ｩ ｓｾＩ＠

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

30

J l

32.

33

I ul I I Vcrticill reactiort ､ｾｶ｣ｬｯｰ｣､＠ ut B itt the l'rume below due to lhe applied loud or I Q()t.N {Wfth I ｾＰ Ｌ ＰＰｕ ｮｩ ｲｮ Ｑ＠ cnlss-scctional ｡ｲｾ｡＠ und 3. Ｑ Ｒｾ＠ • 10•mm1 montem of incniu tiJr hmh ｭ ･ｭ ｢ ･ｲｾＩ＠ is

IOCM

A ............ '·. c

a 5))kN

b. 30.2kN c. 66.3kN d. 94JkN Cnrry·ovcr t'nl)lor ｃｾ Ｘ＠ tor ｴｨ ｾ＠ beam shown ln ｾ Ｑ･＠ llgure ｢･ｬ＼Ｉｬｾ＠ is

A

L

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

d. I Consider the beam AllC..:O :lnd the ｭｏ ｵ ･ｯ｣ｾ＠ 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 ｾＮ＠ ｾ ｨ ･｡ｲ＠ ｦｩｬ ｲ ｴｾ＠ Cltl the len ur e, v ;

d sheor Ioree on the nghr (Jf' C, v: Assuming ｣ｯ ｮ ｣ｲ｣ｴｾ＠ be)U\1 t11c nouuul ｡ｾｩｳ＠m be ｣ｲ｡｣ｫｾ､ Ｌ＠ the shear ｳｴｲｾｳｳ＠ across the depth of n ｳｩ ｮ ｧ ｬ ｹﾷｲ･ｩ ｮ ｬ ｩｭｬｾ ﾷ ＼ ｬ＠ rectangular beam section a. Increases pnrabolicall) to the neutral

ｮｾｩｳ＠ and then drop; suddcnl) to ＱＮｾＱＱＱ＠

Vulu \!.

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b. incre .. es ｰ｡ｮ｢ｯｬｩ ｾｮ ｬｬｹ＠ to dte ｮｾｵｴｭｬ＠a)(is and then remnm• constant over the r<rnJtliniug depth.

.:,. ｩＮｵｯｲ･ＺｴＤｾ＠ l in"'ldy to tbe lltutral Axh • nd lh<11 Nll'lnru ｾｏ ｮｳｴｮｮｴ＠ np to lh.: lcnsirm ｾ ｴ･｣ｬＮ＠

d, increoses p4taholically lo Ute neulrnl lll<ill nnd th(tt) rtlmaim can.slaul Up to thq ｴｾｮｾ ｩ ｯｮ Ｎ＠ steel.

34 As per J!;>45(i-2000. coMldor th" following ｳｬ ｡ｴ･ｭ･ｮｌ ｾ＠

I. 'lltc modular rntio considered in the worlung •tress ruotlwd depwds on tlte type of ｾ ｴ ･｣ ｬ＠ used.

l ｔｨ･ｾ＠ io .tn upper linlit 011 the nom inn! ｾｾｾｾ｡ｲ＠ <tress tn b.oan}j Ieven with <b.oar toTnfore.:mcnl) due tu Utt.. ｾｯｳｳｩ｢ｩｬｩｴｹ＠ uf crushln!!, of concrete in dillgonal compn:.<sion

ｾ＠ A rectangular slab whose length h ｾｾｉｊＮＧｉ ｊ＠ to its width mny not ｢ ｾ＠ a two-"")' slnb for some supJ)ortcondlllons.

!'he TRUE statement..-arc :b Ｑ ｾ ｮ ､ＧＲ＠

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

35. ｃｯ ｮｾ ｩ､ ｣ｴ＠ thc 1\>llol•ing sl:olcrnctlloo 1. The widd•-trHhicknes• r:ttio

bmltmloos on the plate .>lcmenls under ".ompmssoon in sled members :ore ｩｮＱｰｯｾｴＺ､＠ bv lS:S00-1984 in. order to ·uvooid l:.bric:lltion difficulti<:S.

1. In a doubly reinlorccd concrete beam. the ｾ ｴｲｮｩｮ＠ in ｣ｮｭｐｊ ﾷ･ｳｾ ｩｶ･＠

Ｇ Ｂ ｩｮｦｯｲｾｯｲｮ･ｵ ｬ＠ i.< Wgber Ibm ｬｬｴ ｾ＠ stuin in the od_joinlng oone:r•otc.

3, lf o cantilever ｬＭｾ･｣ｴｩｮｮ＠ support• • l.>h conslnlclion all along tis lenjj th with sullici<atl fricti<lu llclweeu tl1otu, lite pmnissible bending slteM in compression will he the same a< thai in knsHm.

ll tc TRllE ｳ ｬｵｴ｣ＺｴｭＺｮｾ＠ are 11. I and 2 b. 2nnd 3

"- l """ 3 d. 1. 2. oncl ｾ＠

0-ata for QJ6 & Q.J7 a r.- given below. Solve Uw problems and cbooM! ｣ｯ ｲ ｲｾ､＠ aosw•r,_ ho tho d""ign of beano.s Jbr tbo limit Ａｴｯｴｾ＠ of collopse in fl e:•mre rut p..- I s ·<IS6-2Utltl, let. the

Solll lliAXimum strnin in con=te be limited to 0 0025 (m place of ｯ Ｎ ｯｴｬｾｓ＠ ). For this ｾｩ ｴｵＮＬｴｬ ｯ ｮＮ＠ cun•i<ler"' ｲ･｣ｬ｡ｮｾｵｬ｡ｲ＠ ｨ･ｾｴｭ＠ $Ciltiun with breadth •• 250mm. effective acplh ﾷ ｾ＠ 350nmo. ﾷｾ＠ of ｬ ･ｵｾ＠ ion 5ttel Ｔｾ＠1 SOOmm:. nnd ｣ｨ｡ｬＧｬｬｾｴ･ ｲ ｩｾｴｩｾ＠ ｾ ｬ ｲ･ｮｳ ｴ ｨ Ｓ＠ tof concn;te ond steel as 30MPa •nil 2.501\W,t respectively,

36. 'llto ｴｬｾｰｴｨ＠ of neutr•l axi> for Ut• balnoced fnilure io a. 14l)n1m b. 1S6mm c. l68mm d. 1115mm

37. At !be limiting >lll le 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. ｃＧ ｯｾｬ､ｯｲｲ＠ the folio";"& <lllicmenl5, I. l'ffett1ve lenglh of o bnllened ｾｯ ｬｵｭｮ＠

1$ ｾｵ｡ ｬｬ ｹ＠ inllreasod to u.:counl for the ddditional loud on b:Uicns due to lhc; l•ter11l expansion of oolunms

2. "-s pc'f ]51800-1984, ｲ｣Ｚｲｭｩ ｳｾｬ｢ ｬ ｣＠ Slre&s

m bendtn& e•1mpression deponds 011

bollh Euler bucl; lins slrc:.ss ｾｮ､＠ ｬｩ ｴ ｾ＠

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 ＱＱ｣ｬ､ｾ､＠ lcn&iQn mom ｢ ･ｮｾＬ＠CQnsider the lollowing Rlatements· I. The c:111ite ｣ｭｳ ＭｳｯＺ､ ｩｯ ｯ ｮ ｾ ｬ＠ ｾＧＢＢ＠ nf the

conodCted ｬ･ ｾｴ＠ is ｾｾ ｾ ｵｭｯ､＠ to .:Onto'ibute to lht: offeoti•c "'"" i" JUUlC t•funglc'>

2. Two ｯ ｮ ｧｬ･ｾ＠ back·to-back and lack-welded as per the C()dal requirements !lUI) ｢ｾ＠ :JSSumed lo behave as a lee soc:Lion.

3. .\ cl!ack 011 •lcndema .. ratio 013\' b<> ｮ･｣｡ｾＺｵｹ＠ In .so q1e ｣｡ｩｾ＠ •r'he 11Rt TP. ｳｴ｡ ｬ ｣ｲｵｾｮｾ＠ are

a. 11111)• I u"d 2 b. unly 2 .111tl ｾ＠

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c. only l Pnd 3 cl Ｑ Ｎ Ｒｾ ＱＱＨ Ｑ ｾ＠

4(1. When ｬｨ ｾ＠ hinngular se<:timo I' a beom as shuwtt below ｢｣ ｾ ｭ ･Ｄ＠ ｾ＠ plulie ｢ ｩ ｮ ｾ＼＾Ｎ＠ tloc ｾＺｯ ｭｰ Ｎ ｬＧ｜Ｎｾｩｶ｣＠ force: 11eting on the ｾ｣｣ ｴｩｯｮ＠

(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 ｴ･ｾｴ＠ showed an angle:: ill iutemnl .IHction of 30°. noe devU.toric ｴｲ･Ｎ ｾ＾＠ ot fuUurc l'or ｴｨ ｾ＠

sample ol a confining pre<< ore of 21)(1kPa Is equal to '1,. ＲＰＰｫｐＧｾ＠

h. ｾｏｏＩＨｐ＠

c:. 6()(JkPa d. ｓＨＩＨＩｾ＼ｩ＾ｮ＠

42. l..lst-1 below gives tho pqssible types of llt ilure roo• 3 [mite soil s lope >nd List·ll !lives ｬｨｾ＠ r=omc for tltesc difr<-rent ty11es of f."Lilure, ｉｍｾｨ＠ the items in J..i•t-1 with ｴｨｾ＠ item$ in

t ist-n and ｾ､ ｬ ＼Ｚ･ｾ＠ the com:d ｡ ｲ ｴｾｷ･ｲ＠ frnm lllc ｣ｯ ､ ｾ＠ given below the ｾ ｬｩｳｾ Ｑ Ｚ＠

Li>l·l J>. Base f.1i lurc l,l. ｆｾ｣･＠ ｦｾｩｬｵｲ･＠

R. 1'oe fai lure l,i•l·ll I . Sotls ｯ｢ｯｶｾ＠ anJ bul011 ｴ｢ ｾ＠ lbd ｊｵ ｶｾ＠

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

weaker J. Soli above the toe os comparath-ely

ｾｴｲｯｮｧ＼］ｲ＠

(".ode.;: p 0 R

•• 1 2 ｾ＠

b. 2 3 I .:. 2 3

6 ul II d. 3 2 I For the ｾｃｬ ｩｬ＠ profi le shc)wn in ·fi gure 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ｾ＠ .:qunlto

I

lOIII

• . Il l 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 fillin g the mould (volnme = 944cc) after CCHIIJ>octiqn A soil sample "dsbiug 2Jg was t;ok"" ｦｲ ｯ ｭ ｾ＠ the nwuld and ovwulriod for 24 ｨｯｕｬ ｾ＠ 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 volue of the dry unil welgh1 of' the soil 2t that Woh:r con1en1 Is equal to a. ｾ ＮＶＷ＠ k.NiruJ b. li.HNini t c. 16.26 kNim' d. 18.85 kl':/nl

rial a rcor Q. ｾ Ｕ＠ & Q.'i(i nre gh'"'' belnw. ｓｯｬｶｾ＠the J>rObktt" and ch01lMl ｴｨｾ＠ L'Orrt'<:L answers.. Tioe 11\'cra&c ｣ｦｦ｣ｾｴ ｩ ｶ･＠ IIVt-rllurdc:o pressure un 10m thick ｨ ｯ ｭ ｯｧ･ｮ･ＨＩｬｴｾ＠ ｾ ｴｵｭｴ･､＠ cl•y lnyer ｌｾ＠15010'•, ｃ ｯｮＤ ＼Ｑ Ｑｩ､ ｾ ｬｩ｣ｭ＠ IC::Sl on on undi1tuo. b¢d soil 6lhnple lll ken from Otc clby lpyer slto" cd tlwL Uo<> \'Old rutio dccrcaJled from 0.6 to 0.5 by ｩｮ｣ｲ･ｯｾｬｮｳ＠1he ｾｴｲ･Ｌ＾ｳ＠ ｩｮｴ･ｮ ｾ ｩｴ ｹ＠ from IOOil'Pa 111 .;OOkPa (lf ］ ｾｾｓＩＬ＠

ｾＵ Ｎ＠ 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 ｣ｯｮｳｯｬｩ､ｾ ｴ ｩｱｮ＠ selllertlenl of ｴｨｾ＠clay lnyc:r duo to lhe coll!ltrulllion of o ｳ ｾ ﾷ ｵ ･ｬｵｲ ｬｬ＠ impo•iug au addiliotllll ｾ ｬｲＢＢ Ｇ＠

iulonsity ｮｦＲＨＩＨｬｫｐｾ＠ 0. a, 0,10 m h. 0.25m c,. 0_35m u. O.SOm

ｄｾｨｬ＠ for Q. -1'1 & Q. -18 ＾ｴ ｲ ｾ＠ ｊ［ｾｮＧｮ＠ h<!lo•1 Solve ｴｨ ｾ＠ problems and choose the ｣ｯｲｲｾ＼ｬ＠ 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 ｵＮ ｾ･＼ ｬ＠ in tho: toll. l.OOg ｷｾｾ＠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 ｣ｬ｡ｳｩｩｩ｣Ｚｴｩｊ ｾ ｮ＠ ｮｦ ｴｾ｣＠ ｾｮｩｬ＠ ｩｾ＠

u. S1, b. sw o. Gl> cl . GW

49. f'he compositi(ln ol' ｾ｣･ｲｴ｡ｩｮ＠ MSW .. mple :md spc::eiJk weights uf its ｶ｡ｮｩｊ ｵ ｾ＠

cumpoucnlll arc. given buill\\ :

Stl.

Per cent Sp(-cilk

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

Fuud w•sh: 50 ｾＰＰ＠

Dirt i<IHI "'" 30 500 ｐｬＺｯｾｌｩｴＺＡＡ＠ 10 65

Wood & 'lord 10 125 W33tC.

Speci lic ｾ＼ ･ｩｧ ｨｴ＠ (k,slmjl of the MSW ｾｾｭ ｰｬ･＠ Is

·" 319 b. 217 c. 20\) d. 19') 11te mc:m ind0<1r •irhurne Chlurufi>rm (rHCIJ) COtiCI:Itt(OU(III in u lllllm Wall !let"tmincd 10 be ｏＮＮｬｾｧ Ｇ ｭ Ｉ Ｎ＠

7 "' '1 Use !he following d't• T = 29;; K. P = I ［ｴｴｭｯ Ｎｾ ｰｨ･ｲ ･ Ｌ＠ 'R 82.1)5 10 ｾ＠ ｾｴｭ Ｌ ｭ ｊ＠ 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$ ｾ ｢､＠ dooi)S<> ｣ｯｾｲ｣､＠ ＱＱｾｷｾｲＡ＾Ｎ＠

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 ｾｴｭｴ＠ 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<> ｾ｣ｴｩｮ･､＠ ｡ｾ Ｎ＠ 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 .

ｾｴ Ｎ＠

52.

The effect a r ｩ ｮ ｣ｲ･｡ｾｩ ｮ ｳ＠ the filter depth (wltil e beping aU ｯ ｾｬ ･ｲ＠ ｯｯｮ､ｬ ｴ ｩｯ ｮ ｾ＠ u mc) otl Tg and Tfl is a. Ta ｩｮｯｲ･｡ｾｾ＠ ond T u decteases b. ｾｑ ｴｨ＠ l'n and Tu increase c. To ､｣｣ｲ･ｮｾ･ ｳ＠ and ·r, in<-reases d. both 1'0 and T 11 ､･ ｣ ｴ ｾＮＬ＠

The eOecl of incr..:osing lbe filt er funding mill (while kcllping o1J other 1.:0ndiLioru; ｾ ｭ ･Ｉ＠ em 'l'o and Tn ｾﾷ＠a. T11 im:nl3SCS "Jld T n ､ ｣｣ｲ･ｮｾｯｾ＠h. both 1'0 and ·rulncrcs.se .:. T ｡ ､･ＮＺｲｾｳ･ｳ＠ and T fi incre.1ses d. both 1'n o.nd ｔｴｾ＠ won::''"'

Oattt ror Q.SJ & Q-5-1 •rc gi,•cn bi'IO"'· Solve ｴｨｾ＠ problem,, :1nd ｣ ｨ ｯｯｾ＠ corrt'ct anS1•en •. A ｷｾｴ｣ｲ＠ contains the rol!owing ､ｩｳｳｴｾｬｶ＼Ａ､＠ iQII.!I:

ｦｾ Ｍ Ｉ Ｍ S6 wgrl! ｛ ｃ ｾ ｬ＠ ｾ ＮＱ Ｐ＠ mgll: IM!f ·1 3U mg ｉ ｾ＠ [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 ｣ｾ ｣ｵＱｊｳ＠

a. -18·1 b. 450 c, 242 d. 2<.5

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54. The ｮ ＼ｭＮＮＮｵｾｲ｢ｯ ｮｯｴ｣＠ 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 ｯ ｬ ｨＮｾｲ＠ Ｑｨｾｮ＠

infil tcation 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 ｮｦｾｴｲ｡ｬｩ ｯＱＱ＠ ｷｮｾ＠

idcolizcd ｾﾷ＠ n Hottrm c\ll vc I' - 6.8 1 8.7 txp( -1) ({ in mmnu ond 1 in hr). Wh•l ;, the dfec.live rninl'nll? ｾ Ｎ＠ 10.00 mm h, l 1.33 m01

c. 12.43 mm <L 13.63 mn1

56. In a cuhh·ntcd ﾷ ｡ｲ｣ｾ Ｎ＠ tho soii lml porosj(y of ＴＵＢｾ＠ and fi eld ｃ＾ｾｰ＾｣ｯｴｹ＠ of 3'8°1>. fill' • panieul•r OlllJ'· the root zone depth is 10 m. Lhe f"'tlllllllCIIl Ｂｩｬｴｩｮ ｾ＠ poinlis 1 0'?" aJtd lbo comumpli,·e usc is 15 rum/d. If the ｩｲｲｩ ｧ ｾｬ ｩｯ ｮ＠ <rffioiem:y is (,()%. whnt sbnuiJ be the ｦｮＺｲｰＱ･ｮ ｾｲ＠ 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 ｢ｾｬｯｶ Ｎ＠ ｓｯ ｴ ｶｾ＠

the prohl•m• li nd Ｈｨｾｯ Ｎ Ｌ･＠ ｯ ｲｲ ｾ｣ｴ＠ ｯｮｳｷｾｲ＠ .. Fllr n catchmenl. lhc $-curve (or S·h)drt>l!fO Jihl due Jo • r•infaU of ｩｮｾｩｬＺｹ＠ lomltr ls givott by Q : I (l f l) c.'lp ( l) (tin hr nnd Q in mJM

57. What ill the ｡ｲ･［ｾ＠ oflhe cald1menl'l a, ｏＮｏ ｉｾｭ Ｑ＠

h. ｜ｉＮｊＨｩ｜ＬＺＱＰ ｾ＠

c.. LOOian1

d. J .2llkm1

58. What wtll be ｬＱＱ ｾ＠ ordinol" of a 2•hour unit hydrograpl• for this ｾ ｴ ｣ ｬｴｭ･ｮｬ＠ •t l =3 h•lUo'/ '1. Ｐ Ｎ Ｑｾ＠ m 1/$ h. 0.20 ｭ ｬ ｬ ｾ＠

c.. 0.27 ｭ ｾＧ Ｄ＠

d. 0.54 m1 ｾ＠

8 ul 11 59. ｉｊｾ ｩｩＱｓ＠ IRC 37-19H4 ' 'Guidelines tor thc-

ｮｴＺｾｩｧｮ＠ ol' Fle:>eible Pavemenl9" and the foll owing •lata. d oOQSc lhe h>tal ｬｬｬｬｾｫｮｾｳ＠uf Lhe pawouonL

Numb<T of "" uuu= i•l ｶ｣ ｨｩ ｾ ｬ ｯｾ＠ 7.723 when oon<tru<lion ill completetl n>hldav AnnuaiiUOwth role nl' the traffic 5.0'1o Design I We of the p3VOJ11enl 10 veal'S

Vehicle damnve fl1c1or 2.4 l:BR. ｶ ｾ＠ lue of Ooe subg•·nJe.soil 5°o

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

.t-\.SIL'S ｭｾＺ｡＠ 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 ｬｴｩ ｧ ｢ｷｾ ｹ＠ lms to ･ｵ ｩｕ ｾ＠ tu slop po•itido W :I I'Oid ooll isi<!n with a notioMIJ' objcc.L '11oc ratio of lag to ｾｯＭＮｫ ･＠ di>fonce is 6:5. Considering total ｴ Ｇ･ｮｾｴ ｩ ｯ ｮ＠ unuo Of lbe driv.:r a.s 2.5 secon.L. :md the cociii ei.cnl of longitudiJJltl friruou as ()..16, ｴ｢ ｾＺ＠ value nf :.scending gudient ('1-o) is a. ｾ Ｎ Ｓ＠

b. 4.M c, 3.3 d. 6.8

61. AI • ｨｯｲｩｺｯｮｾ［ｴｬ＠ curve portion of o .t lnne undivided ｣ｾｮｩｯｧ･ｷ｡ｹ Ｌ＠ • lr.msili on eurve is to be itll.roducod to alL,ltt t"'Juired .sup.,. elevaliatL The design speed ;. 60kmt•b nnd ｲｮ､ｨｾ ＠ of the rnrve L• 2-15m, 1\.<stm>e-lengih of whi:el ｢｡ｳｾ＠ of a longest ｶ･ ｢ｩ ｾ ｬ ･＠

as 6m. $Up.:r elevation ｲｮｬｾ＾＠ .s 5"·> aml role of introduction of lit is 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. ｾＵ ＮＰ＠

c. 91.5 d. 110.'2

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62- Fordesigmnga'2-pbnse roxed 1)1>" ｾ ｮｧｮ｡ ｬ＠ at an intersection having North-Soudt und Eruil-\Vest ro:td whore only stnlighl alt<llLI !mill e 1;; [l<'nltill<d , the. fo ll u11 ing duhl ｩｾ＠

ｮｴ ｾｴｩｬ｡ｨｬ｣ Ｎ＠

P3r;tm-.·fl•r ｊ ｾｵｲｴｨ＠ 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 Ｈ ｳ ｾ｣ｯ ｮ､ｳ Ｉ＠ 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 ll lc Ｂｾ ｨ ｩ｣ ｬ ｯ＠ und.'f jum condition as 7.0m. 'Jllo! ｾＬ｣ｾ ､Ｍｴｬ ｯｷ Ｍ､ｯ ｮ ｳｬｴ ｹ＠

cqllll ti nn is given by: \1 here. I I; SJ)OCC·tiiC!l l!•pecd {kli1 Jlh); I t,r= rrce m<an ｾ ｰ ･･ ､＠ (kmph): k densily Ｈｾ＼ｬｶ｜ｭＩ［＠l-..1 = j um dons i f)' ( veh/km): •I =flow (vell!hr) . Tite maximum now (vcM1r) por lane for lhi> .:umli tion is •qu•ILC> .L 2000 b 2500 c.. JOOO cL ｎｯＺｯｾ＠ of tb" nb<lve A suhgrutk soil ｳｷ ｵｰｬ ｾ＠ ww; to;1cd using SfandJU'd CBR uppar:nus wtd the ubscn;d.tJons nre f1.iven below.

80.5 5.U ａｳｓｴｗｴｩ ｵ ｾ＠ that lh" l<>nd-ponctnniou cun•c is ｯｯ ｵｶｾ ｳＮ＠ lllrougboul. ｴｨ ｾ＠ CBR ｶｮ ｬ ｵｾ＠ ("'•) •lfUte ｳ｡ ｭｰ ｬ ｩＮＧｬ ｾ＠

a.. G.5 b. 5.5 o. 4.4 <l 3.9 Ｇ ｦｬｴｾ＠ Oi.lSOfVCd trmgn<llO bcnnng of 0 Jlnt OE was fouud 10 ｢ｾ＠ I 85'·· It \VtlS lnti>r discuv.:red tlmt stnliou 0 bud 11 looul altmdion ..,r 11.5' - l'lt e true hcnnng or tho

116.

G?

•J of ll line 0£. coosldcrit:tg a mognetic d"diruuion of3,5"hsbnll b• a ｊ ＸＰ ｾ＠

b. I.S'/0

ｾ Ｎ＠ 190° d, ]9:!0

A & nd1 M ｴ ｵ ｾｫ＠ (BM) with Reduced Li!ve l (JU.) 155.31!5111 b:.• b«n cstnbli•hod at I he floor or a r<>om. h ($ required to li 11d 0111. !be R.L of ili< uudcrsid< or tbc roof (R) of the roont using Spirit Levelling. ｬｬｴ ｾ＠ 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 ntfi p (scalo ｾ＠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 ｢ｾ ｹ ｮ ｯ､ Ｎ＠ Whnt gltould ｢ｾ＠ the- rudius of d1e urc witl t 0 ns ｴ｢ ｾ＠ e"nt.er to ::•l ｴｨｾ＠ puint uf nllgnment. of II'!! ntxt ｾｾＱＱＱ Ｐ Ａｴ ｲ＠ tin ｴｨ ｾ＠ mnr?

Ｐ ｾｾ＠ y , .... 30m "'"' ｾ＠

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

d. 5.11 cnt ln Ｑｨ ｾ＠ liguro &i""" ()eh)W, lh" lengthll PQ ( IVCB ! .!0001 and QR (WC'I3 : -+S' l ｲＢｾｰ｣｣ｴｬｶ｣ ｬ ｽ＠ up to ｬｬｴｴ ｾ･＠ ｰｬ｡ｾＮ Ｇｓ＠ ilf ､ｾ､ｮｴ｡ ｬ＠

N R'(tQOON, IOOOE)

r,:_ a. 273.205. 93R 186 b. lT;\ .20$.551.815 .:. 55U!I S.5Sl.815 d. Ｓｾ Ｑ Ｎ ＱＰＡＱＮ＠ 958. 186

E

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69. .During u l<:velling work. ul()oJg tJ ftoUing ｧｲｵｲｵｾｮｴ＠ uling" Dumpy Level lmd SuoiT of 3no length. fo llowing 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 ｭｾＤ ｓ＠

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

71. A bydl'ilul ic jump ｯ｣｣ｵＱｾ＠ ill u teduugulllt, ｨｯｲｩＷｃＩｮｬＱｾ＠ frictiunles8 channel. \Vhnl wquld be the pit:,jump depth if doe Ji,clwae per- unil width Is 2m" • on and the ｾｯＺｾ ﾷ ｧｹ＠ lo» is lm'/ ll. 0.:21)1 b. 0.3111 o. 0.8ru J. 0.9tn

72. A Vel') -.ide rocl.tngulnr ｣ｨ［ｾｊｭ･ｬ＠ iA

d.,ignod tu ｾｮｲｲｹ＠ 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 ｯ ｾｬｬｬｩｮ ･､＠ froru the grnln siu ｵｾｩｮｧ＠ Stickler· s equntion ruod = ults In ｾ＠illll1ll>L depth of I.Om. By mist.kc, howovcr, the enginoe. ｵｾ･､＠ the gr•in di:1meter in mm in the ｓ ｬｩ ｣ｾ ｬ ･ｲ Ｇ ＠ t:CJU:'It iun ｩ ｮｾ ｴ･ｵ｣ｬ＠ <>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 ll cm or ＸＮＩｙｾ･ｴｩｯ＠ (ltiocmatic viscosity ｾ＠ ; 5 JO .. on·ts) in an open channel is lo bo modeled in • laborntory llumo using '•oter (\ : ｬ ｴｲＢ ｊｮ ｾ ｬ ＬＩ＠ ｾﾷｴｨ･＠ llowing t1uid II ' both gr:o"ily and VIscosity nre imponunL wh31 6hould be Uoe lengtl1 ｳ｣ｾ ｬ ･＠ ( o.e .. r:nlo

Ｗｾ Ｎ＠

I I• of \I of llfOIOL)' tle 10 ln<>dcJ di.mensiOW) f01 m:aintaining_ t.lynomic sisnila.ritv? ｮ ｾ＠ 1 b. 22 ｃ ｾ＠ 63 d. suO 11•e thickness nt" the laruin:tr buund.•ry layer on :o ｮｾｴ＠ plu1e nt • poonr A ,g 2. em and aL a proint a. I'" dll\\ ｮｳｴＨｬＺＺｬｬｾ＠ I)[ A. IS 3um. ｜｜ｾｯ｡ｴ＠ 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 ""l ow. Soh ... lbe probl01n• and choo .. roJT«t10RifiV1'1"'·

An upw3rd Onw ｾ ｦｯｩｬ＠ (n,. .. ､･ｮｾｬｴｹ＠ ｾＨｬＨＩｫｧｬｭｬＮ＠dynumic viscosity ｉｉＮｾｗｭﾷｓ＠ 1 takes pl•l\c under Ia minor conditions in :o-n inclin.«l ｰｩｰｾ＠ 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 ｾＵＵｫ［ ｖ＠ I (11

1

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

'1.

15. TI1e> ､ｩｳｵｨｾｴｲｧ｣＠ in tloc pipe iw C(JUIII to 8. !1.1 on ｭ ｾｌ＼＠

b 1), 127 on' I• ｾ Ｎ＠ ll . 144 m )ll

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

di,ehargc, and the prClsun: ot •ecti ()n I ｩｾ＠m•iJ.otnlnoo ｴ ｌｾ＠ ｾ ｃｬＵｫＧｎ Ｇ ＱＱＱ ＺＭ lhe- JIO'eSSUn: Ul

,c:ctio.n 2 ｌ ｾ＠ equal to a. 488 ｫｎｩｲｵ ｾ＠b, 549kN/m2

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

77. For a given mnlm A ｾ＠ 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

www.exam

race.c

om

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 ｩ ｾ＠

ｾ＠ - 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. ･｡ｾ ｨ＠ eons is ling of 30 <tu.donts. It ｩ ｾ＠ found tlwt the ･ｳｾｩｯｮ｡ ｬ＠ marks nf ｴ｜ｵｬ･ ｮ ｾ＠ 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 Cll lire ｣ ｬＺｯ ｾｳ＠ nre S.S •nd -l-.2. ""'J)eclively. It is dteideil by the cn11r,;e ｩｮｾｬｲｬｬ｣ｴｯｲ＠ 11) tll)rmolize llte ｭｵｲｾｳ＠ of t.h<' Jtudl:nb of oJI bolt hts lo bovc lbo aom.: mean and • t•ndord deviation ru; Uwt of lhe entlt-e ｣ ｬ｡ｾ ｳ Ｎ＠ 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<!l i'Yely. 11to integt.:tl J ((:r)cl-c I. to

• he eshmated ｾ ｹ＠ :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" ｾｲ･｡＠ conomnu lo I he circles r -" ond r = 2a 0:0> m .. 0524a1

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

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

.l 6 rns dzis • ｾ ｾ Ｍ 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.ti ve. Suppo.l<> ｾ＠ ｾ ｊ｣ｵｬ ｡ ｬ ｯｮｬ＠

art rondotn1y flio);:cd Jor ｩｵｾｊｾＭ｣ｴｩｮｮ＠ (i.e., cncl) Ita,, the MmC chance of being >elected), whal is the pmbohility thai Qrtly li ne 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 ､ｵｾ＠ to .wopuration. If the initial di•mclet· of tlul boll is 2 em and the-diameter reduocs- lo I em ｮｦｴｾｲ＠ 3 months • U1e ball completely evaporates in •· o months b. 9 ｭ ｯｮ ｴｨ ｾ＠

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

Ｌ Ｎ］Ｈｉ ｾｾ＠

I l J •. --+-2 .>' 2..:' I I 1

b. ｾ Ｍ Ｒ Ｎｩ＠

I I 1 c. - + - -- -

2 X 2.k' 1 L l d.-·-2 ;t 2.--'