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Assistant Engineer (Civil) , class-II 37/2017-18

Preliminary Test Held On 04-03-2018

Que. No.

Publish Date

Last Date To Send Suggestion (S)

001-300(G.S. & Concerned Subject)

14-03-2018

21-03-2018

Note:-

(1) All Suggestionsare to be sent with reference to website publishedQuestion paper with Provisional Answer Key Only.

(2) All Suggestions are to be sent in the given format only. (3) Candidate must ensure the above compliance.

(૧) ઉમેદવાર� વાધંા-�ચૂનો ર�ૂ કરવા વેબસાઇટ પર પ્રિસધ્ધ થયેલ િનયત ન�નૂાનો ઉપયોગ કરવો.

(૨) ઉમેદવારોએ પોતાને પર�ક્ષામા ંમળેલ સીર�ઝની પ્ર���ુસ્તકામા ંછપાયેલ પ્ર� ક્રમાકં �જુબ વાધંા-�ચૂનો

ર�ૂ ન કરતા તમામ વાધંા-�ચૂનો વેબસાઇટ પર પ્રિસધ્ધ થયેલ પ્રોિવઝનલ આન્સર ક�ના પ્ર� ક્રમાકં

�જુબ અને તે સદંભર્મા ંર�ૂ કરવા

(૩) ઉમેદવારોએ ઉક્ત �ચૂના�ુ ંઅ�કૂ પાલન કર�ુ ંઅન્યથા વાધંા-�ચૂનો �ગે કર�લ ર�ૂઆતો ધ્યાને

લેવાશે નહ�.

ABL

PROVISIONAL ANSWER KEY

1 . t.i. ~ C>l ~ (q_ till~ ct Bit t.i. ~ C>l ~ ~ <?R Gll l;ll all l-1. at.i ~ ~ l ~ ~l ct "t{ l-li C>l all ct ctl 1-1.i

~lCGl.l?

(A) tJ. K <\.~53 (B) tJ. K <\.~55 (C) tS. K <\.~JO (D) tS. K <\.~J4.

2. till~cta{l §C-l ct«fiat.l cBlctlilafl. &ftei;l_ (3-c{~1j.£~l '\Aal-1. &l-1.LB 1..1.~ ~. <>{l~ &l-liB 1..1.~

aU~at.l U.81. B'2l ~l~ ~la ~?

(A) 1..1.lil..1-1. C>iJllCJl

(C) [c;l<?l~

(A) C>llJl ~ (Bangar)

(C) ~<? (Reh)

(A) (q_~1:J.GlLJl

(C) £ct1:J.2.llJL

(B) l-l~1:J.£~L

(D) l-l<?l~l~

(C) Ulc-tll3l.R

(B) lJlc~ (Khadar)

(D) Qf3 (Bhur)

(B) $~1:J.GllJl

(D) Bl;l1:J.G1.LJL

(D) l-l8LC1

6. s~cn ~~ctl ~cl-I.lat. @1..1.~l-J_el-li IBct~-~L~at.l ctl1..ll-llat.l-li ~ll-ll~ ilct. scc-u (SJJl

~ail.5).s ~cc.U ct~lctct ~~ ~?

(A) 7° ~. B 8° ~.

(C) 13°~. B 14°~.

(A) ?(\.~ (B) <li~L

(B) 1 0° ~. B 11 ° ~.

(D) 5° ~. B 6° ~.

(C) <>{l~ (D) e38l

8. stS cilctat.l ~ctJlct ctatiafl. at.~B ~~ctl c.UBl~ JUl;lct~ '4.cl~ll.a{l 1-1.l@Slati ~filBl~ 'Al 'Lct ~cit ~ ?

(A) ~~5-ct ctat.-CGl.ctWl1..lal

(C) (q_M~l;l ctafl.B~l;l

ABL- M 2

(B) ~~ ctafl.B~l;l

(D) C{at(\lil

[Contd.

B

9. a{l~ e.~llqc-t ~l~ il.81. Bill ~l~l-li i(5\.a{l~cj GC"~lE.crt. ct~ ~lc.t. ~?

(A) l-l<?l~l~ (B) l-ll<.1.1;.f.~l (C) w(S~ll (D) Bl;llGB

10. <?U~ct.crt.i @i:~.ue' al?ll-ll B~ ~Jc.t. °tiilcrt. a{l~crt.i Bill Bl~l;l~~ C{Cll;a~.l/ l>ll~l~lctlcr0. c.

~e' ~61. ~?

(A) ~l~lc.t.~B l>llct.~otl G'Ll~Jl

(C) ~(ct Rt <.tle'

(B) ~(ct <.tl~l;l

(D) ~Wl-lail C{~

11. <?ll~ct.l-li <3n~-'Lltil.l-l lctt-ct.l~l-li, JJ°t~lct., ~l°tWlcrt., l-ll<.l'l:!f.~l. <3n~1:!£~l-l-li Bill

'l:!Bl~crt.l ~Jl({l ~lqC{l ~?

(A) <3~l BIBulUlc.t. BlGlCfti ~Jlc.U

(C) G~l BIButUlc.t. Cl~~l~ ~JLC.U

(A) ~l<.tlGl ClC·H<?l~ <?RE.TI.

(C) °6'2.l~lB~ 5~~

(B) G~l BIButUlc.t. l>l~lG ~JlC.U

(D) ~l-l~Uctl~l BIButUlc.t. ~JLC.U

(B) <?lJlCllcrl({lC{ e'~~

(D) G'Ll~ 'l.81. i>l.B 'Lll;l crt.~

13. 'LlLGl;ll-li i>l.B lct~1:1. "~GB" t.t~lctcrt.l~ c.UBl l-llilat.i ~l-lBSi CJtcrt.lctctLl-li R~lict. ~~

'l:!w.t.lct. ~- i>l. c{lBl. a{l~crt.l -\l.81. Be' ~GB t.t~Lq ~?

(A) SCJlJl~

(C) ~<ll.ct.

(B) l>l ~B

(D) wlctc.t.l

14. E.~ ~cgl~ C(.°[ <?llE.~Cll l-l~crlll-ll §<?til.oll Bill <?l~lc.t. ~?

(A) l>l5\.C{l (E.l~E.) (B) ~5C--L<ll.d

(C) <?llS<?i_°lSt (<?l~<.t) (D) -Q\.~Ucrt.l (~lUl~Blol)

15. JJ°t~l<ll ~l~cil 'LlR'=lE.aj 1:!~1-l ~(Uq~Lcrt. ~crt. \~04.l-ll Blcrt.l 1:!1Jl>l'Lll;ll a{l~ l-lcnC{ e<l?

(A) B.<?. ~Cl (B) ~Ull({l({ £~Le'

(C) Jll.ctUcrt.~ll-l a_'Lll6l (D) ~l;leJLS<?lle' <3e.c.t.~ll-l

ABL- M 3 P.T.0.

16. :>J°l(~Lctl-li m\lal-1. c:tSlc~l \Jllct l-1.el~l~ ~ctl~~Lc:t ~~c:tRiil.o{I. WL't.lall ~L

c:t'tl1-1.i ae' ec-0.?

(B) e. K \~4.0 (C) e. K \~4. \ (D) e. K \~4.3

1 ?. sciL 1-1.eL~L~~ :ct:>Ucto{I. ~os 1-1.L~ "~:rtlalcil ui:>Lc-ll" ctit!s wcnlJlLctl ui:>Lc-ll

~C-ll2lU ~Lwll ectl?

(A) 1-1.eL~L~ ctl>'(l~e~

(C) 1-1.eL~L~ Q-1.Lc:t~e~

18. cil.3\.~ f.~Le' Bell 1~all BC-llBl~ ectl?

(A) §~tjSl. (C) Q-l~ctat.l~l-1.

(B) 1-1.eL ~ L ~ ~ 1-1. ~~LI% ct~e~

(D) l-1.el~l~ ~Cll~~lc:t

(B) sasc.fi

(D) sasc.fi ~~ Q-l~ctat.L~l-1.

19. §l-1.L~ l.\.:>Lcn~e~. ~lChis~ 1Hsct ~~ f:9JLat.c-tLc-t ~cc:t o{l.~at.L 1l.Sl. 81.o{I. ~L~ :ci.C-lJat. ectl?

(B) Wl't.l~ (C) 81?1.BC-ll (D) :ci:>[ct

20. JJ°l(~Lctat.L ~LIBc:tLillw tl.Sl. ~utcnLwaj ~ <1_ret ~~U<:i ~?

(A) eLC.fi 1~ (B) ~l-1.lC-l 1~ (C) ~~ 1~ (D) il_t-1.1.~[ 1~

21. ~~~C-l Gretc:t Bell ~l~l-li l-lat.lc:tc:tll-li ~Let ~?

(A) ~~~ll <.tC-l \lf.~l (B) ~l~ll-1. (C) at.LJLLaa6 (D) ~l~WS

22. "aSl. (ac~at. ~G\ctl-1." ~i ~LCle-t ~?

(A) \:.l~l-1."';!~ (B) c:tC-l~lS

23. (\) alc:t~laat.l Gretc:(.o{I. ~l~~lct 'l-1.elC-lCll' &(l aLct a. (~) ~l Gretc:t 1-jlJ.C.l~ 1.1.lil.1-1. ut:>LLCll ~l~ :ctuifilct ~-

(3) ~l Gretc:t f.cO. 1.latail ~ls~lct ~~ l'lct 1.latat.l ~ctoj \l.GlB ~Cl ~-

(A) (q_\:.Uat. (\) ~~ (~) ~l<.ti ~ (B) (q\:.Uat. (~) ~~ (3) ~l<.ti ~ (C) (aUlat. (\) ~~ (3) ~l<.ti ~ (D) ?l~Cl (aUlatl ~l<.ti ~

ABL- M 4 [Contd.

A

24. alLJLL ~al Bl:stall ~1.l Be' filc.fiall G"rll-l al1i,. all ~ ?

(A) JLL\:.ll( filc.fi (B) l-1.~(l filc.fi

(C) crel~L ~l(ctofi s:.lcls filc.fi (D) (31.(.( 1l.Bl iilB 1.l~l al~

25. ~<?l-lf.~ll~ ~l-1.E.lc:t.LE. c:t.~Lcaj ~~ U~Li WL1.lccilai ~l-ll~L B~- ~l Ucall BGl.l~ <>to-0. e&?

(A) \ b' i{l ~£1.1-1.i (C) \'"9 i{l ~£1.1-1.i

(B) \ S i{l ~£1.1-1.i

(D) \ ll i{l ~£1.l-li

26. Jllc.t.Bc:t.LS ~(Bl( ~~ Bl(6c.t.lc:t.LSall (l°lS'I.~ ~La ~a({ "Cl.LB:C ~cHiloe" ~LL~ ({JLci

ec:i ?

(A) l>is~Qo{l (Bl-I.

(C) ~ifial l-l~~C{

(B) B(ofi 1.l~(ct_ ~Gt.ct B(c(l

(D) C-l~B~ ~(~~°lS'l.l-1.ofi C>llC>lct

27. \. l{l<?al-cil-E.Sll-li 1-1.u(l ~Lele{ l{lcl \Jll~ c1.Cfllc:t.~ '\j(lctcetlcl£l l{l~ MlallJll( B~ ~­

~. BLC.fic.lJLL ~~ c.U~C-1.l-li ~~§Sl 1-1.Ci\c-t ~-

3. <?S"l..1.llall alJL~l-li :tl~lc1.(Bll-ll-li 1.1.LBl ~filall G1.l2il.JL 2.l~({ ~-

(A) lclULal - \ ~~ ~ ~L:tti ~ (B) lclULal - \ ~~ 3 ~L:tti ~ (C) lclULal - ~ ~~ 3 ~l :tti ~ (D) lclULal - \, ~ ~~ 3 ~l :tti ~

28. ~l-1.E.lc:t.LE.all BC>tcil 81.1.ofi ~(Bl~ BGl.l c:t."t:ll-li c.fiUl ertl?

(A) e.K C\.C3~ (B) e.K C\.CllS

(C) e.K C\.Cll'-9 (D) e.K C\.Cll~

29. 1-1.et(t~a lcl.s-cl.Rc.t.t:iil BGl.t (t~c(l~ .. $(~£ \Jlt~ £te-tct ~l58.ffic.t.t" all e~st<>t

~l ult <? ctl ?

(A) ~Gll~(lc:t. ?(l°lS'I.

(C) 'l>liSB(

(B) l-l ~<?l ( ( l ct.

( D) E. l l-ll ~ JU c.t.B c:t.l S

30. 1i,.Cfl(L~ llic-i.Bl:iil JJ~(Lctl-li llic-i.Bl ci~tofi WL'-lalL ~i B~ e&?

(A) (l\:.lal'j( (B) c:t.c-tc.ifi'j( (C) '-llc~l (D) ~1-1.c.fi

ABL- M 5 P.T.0.

(A) ~lctctleal ci.~l

(C) Bl2Cl. ci.~l

(B) l{lcl_ ci.~l

(D) lt?LB ci.~L

32. ~al ,~'lS'cl-ll "m:ct~" :ct~ofi :c<.t.all actt ct.all :cL~'.!lJl>l ct~s 81.ofi R~l&?t.

B :C Cll l-LL :otl c(l e rfi ?

(A) ~l-l~l~C>l (f,(5q~GL~e

(C) :cR\.Bc-tlC1. 1..1.~l>l

(B) :ccj~te- :otc.u;n

( D) C>l Cfl cl ct :Cl Cl l-l~ ctl

33. 8?.ll :CL~c0.all ~l-LGll-LL l-lel-J..c JL~alc(lil. fill-lall2..l. iiIB:C 1..1.:C <.1.cgle' B~~ c{c <.t.C1.l c(l erfi?

(A) Bt;l£ Cl 1..1.~c.{t

(C) s,c-l~:Cl°tS'

(B) QQl-l£ct 1..1.~c.{t

(D) Q{ll-l£ct ufi oil

34. ~~~l ~:CBL:C ct& ct1..ll~ B:Call:C 8?.ll slil~L~ ~@GLlctl({l C>lLJlall erC.lLBlS ~51. ~al :c c-t stet :cati C>t <.t.L ct scif ertl?

(A) ~Slofic-1. slil~Lal

(C) ~G:C Blil~Lal

(B) ilcc-0. slil~Lal (D) <31..1.:C 1l.Bl. ils 1..1.l;l al~

35. se' °tS'JGLLil cil~~c-0. eQGLal ~~Lalc-t. &j).~o{l ~~Ll-ll illealcL~ 8. JtlUlil et~~ :ottt.O. erfi?

(A) ljC>te'

(C) C-t.l>lat\.

(B) C1.l~:C

(D) BC1.Bctl

36. ~L:cct t-ctct?L 2..1.GLL C>tlc :otJU<3alL ~~~L 1.J.lrtl :ot~ RGLL~rtlalL il.Bls:ct;L acttdl.

:ct~oi <.1.t:c ctJiil-ll (Cl~L~al a~c-1. ctl-ll (:ot) ctJll7lt :ct%"cil.l-ll §c-t scc-1.t :ct~ ectt?

(A) C (B) ~ (C) 'lO (D) '"9

37. ct"t:l :CO'l 'lofi ctt<ll. Jll;lct~ lJ~C>l @(al.ct c:C "3 .0% 2..1.~({ ~- ct"t:l :COO'lall @(al.ct

c.:cl-ll scc-t.L cstati ct\:.u~ a~c-t ~? (A) 7.0% (B) 7.2% (C) 8.0% (D) 8.2%

ABL- M 6 [Contd.

38. ~~Loi.({ ~cl8C4.l~ ifi~Lotafi ~l~~lct. etl~ct.a{l 85° 1.i~Cl't::llGL m°d'otl e.~(i{Gt.Loi. ae' erO.? (A) oi.Clifi

(C) :utJ0.2lL~i0.

39. me'c-t ~G-a 8LS ~.Sh-tail ~l~~lct. 85' 1.i ~Cl't::ll2l m°d'otl cV-2llal ae' erO.? (A) 1.lL ~ifi (B) aSl (C) ~&(l (D) ~Lct.ifi

40. (<\.) ~~E. ~Q-cil l-Uaa!l WLR8 (q_Ml~ (q_8l~ m°d'otl (Local Area Development

Scheme) a{l ~l~~lct. ct.l. ~3-<t~-<\.~~3 &(l aa.c-t er0..

(~) elC{ ~l m°d'otl l-Ua E.~8 ~~E. ~Q-Gl~ 1:lGi.Cl°tl ~fil.GLL 1.lL~ 8il.sa{l ~81-l ~el2l8

~a;iE.loi. (Grant-in-aid) ct.~8 $Wl<:l<:lll-ll ~la ~-

(A) (q_ Uloi. (<\.) ~l :tj, ~. (B) (q_ ti.Loi. ( ~) ~l :tj, ~.

(C) (q_ Uloi. (<\.) ~~ ( ~) ~l aj, ~. (D) (q_ Uloi. (<t) ~l :tj, ~~ ( ~) \J{l.~ ~.

41. $1.~ClS l-llBc 8ifi~lotoj Cl~ l-la8 ~l ~Lq({ ~?

(A) LcG-~ (B) 1:ivte'

(C) 8C-l8-ct.l (D) (;{JC-ti~

42. elC-ll-lL ~r~GL fill{lSl.il. ~at~o%a{l ~~l BcC-fi ~?

(A) ~l~ (B) 1.lL~ (C) el (D) ~lct.

(A) ei.L~r0.GL R~cl ~a!s

(C) a{l(ct_ ~Lm:>L

(B) (q_ .SU cctl 1.ll ~ ~Jl5oi.

(D) (q_ .SU ~a!s

44. vttll °d' 8~1.ll?l ~ClLwo-0. IBl-lct. 1.l~ o.4.% <31.l8~ ~~ 8c~.u~L l-lla ~l~&O. c-tLJJ

1.ll s Cll l-ll ~la ({ ~ ?

(A) ct.l. <t-~-~0<\.4. (B) ct.l. <t-S-~0<\.4.

(D) ct.l. <t-~-~O<t S

ABL- M 7 P.T.0.

C

45. (<t) ~Bl :cll{Gl l{l~ R~cl c°;lafs 'l.ll~ill aUl;ll B~og' -Q~ &.cu l{l~ CGl.Cl:cll~B c°;lafs ob>

CGl.log' ~Bq ~ rt~ "~~ E.~" B~ ~-

(~) R~cl c°;lafs ob> e.~ill 81.it~[GLC{ c°;lafsl.~ GUL~ ~Bl{ ~l'l. ~ rt E.~~ "c°;lafs E.~" B~ ~­

(3) ~oj~8lct. c°;lafsLall R~etl;lall CGl.l'l.LB ~filBL~ Q{l~rtlGL R~cl c°;lafs~ ct'tf. <t~'ls'~

all ~filRGt.itill itCh.HL ~-

(A) CClULal (\) (~) :cll<.LL ~~ CClULal (3) W~ ~-

(B) (Cl Ulal (\) l>ti~ ~~ ( ~) ct.al (3) :ell <.LL ~.

(C) CClULal (\) ~~ (3) :cll<.LL ct.al CClULal (~) W~ ~­

(D) (Cl Ulal (\) ( ~) ~~ (3) :ell <.LL ~.

46. ~L~all 1.1.~Lit~litL ~L~ {l5 qa. (Growth)~~ ufi~ 1.1.Ritll;L ae' ~Ls rtctl c--tam

ill ~a it ct w ct Be- 1.i. <.1. cttt1 Gt. cit og-alL itL :cl itL ct ctL itL ~L Cl c --t e ct.L ?

(A) :Qt.L6 l-(\. (B) al Cl 1-(\.

47. i.i(Sct. og'Clle~C{l({ at~~all ~l<.let'l.ll;ll ~5cn.a{l s(i:lil.a{l Q{({ll{l;lall ~lUl~ Q{l~c1.l{L

~Lcitog'al i.i<.1.afi ~<.Lall ~L~ ae- ertl?

(A) °&~~l~ \~4.0

(C) ~(\).c--t \~4. \

(B) ~(\).C{ '\.~4.0

(D) l-ll ~ \~4.0

48. t-cl~og'Jll~ l{l~ JJ.Ll-(\.l;L ~ct8l~ ct.LC-0.it (Training Rural Youth for Self Employment)

all. :clitLCl~L a{l~a{l Be° citog-alLitL actl. ectl?

(A) ~B@ct. JJ.ll-l CClBL:cl citog-all

( c) t-cl l;l og-2.i.(ct. JJ.l l{ t-cl ~ og'Jll ~ cit og' all

(A) ~~la:cl ~lGLLUl~l

ABL- M 8

(B) og'Clle~ ~og'Jll~ citog-all

( D) Q{l ~ c1. R itl l;l cit og' all

(B) ~C·{{l ~lGLLUl~L

(D) ~~ 5Hl:cl ~(S~Gl.C{ i{~~c

[Contd.

C

(A) :ut~l;ll ~C{ "\j.f.~l (B) ih.UC{Gl (D) :utl~ll-l

51. (8) Gt.l£1.otl (l>l) Gt.l£l ~l~ °l?l.Sl~ ci\.JGL (q_8G-'Ll 'Ll:HE. 8~.

(8) (l>l). ~l~ctaj utUl~l;l

(I) "\j.:ctGl ~etGLct.t itt~ ~t<>ireL °l?l.Jtct.tO' 8~~- «l) :utaj ~e. - -g- c

(II) atlJlR8~ l-l$c1. 8laJ_o{l ~elGl ~l<>irel 'l~

'LllS~.

(Ill) ~l~ct.le8 ~~o{l 8c1.C1. 'Ll~ "\j.GlutU 1i,8Cll

~l <>ireL 'Ll.JlC-tl ~ ~ ~. (I) (II) (Ill)

(A) (~) (3) (\)

(B) (3) (~) (\)

(C) (\) (~) (3)

(D) (3) (\) (~)

52. ~l<>ireL, ~ ill ~e. ct."t:to{l ct.Gt ~Ulatt ~ucn.81.~ it$ct. ~~ $~l0i?Gt.tct. ~att;l :utl'Llct.l

l-ll~ ~l°lrel 8lGl.E.lill at.551 8~ ct.ell ~ct °l?l.Jlct.lO' 8~~ ct "\j.8l~o{l °l?l.Jlct.lO' ~l~ct.all

:H(q_Ulatitl l-j_Cll(\ct. e8l-ll 8Gll ct.°t:liti 8~Cllitl :utlClC1. ~?

(A) 5.R ~0\0 (B) 5.~. ~O\ \ (C) 5.~. ~O\ ~ (D) 5.R ~00~

53. ":utlljl>l" ill ~ :ut(Ql'\).ct ~UGI. ~?

(I) :utlljl>l uiUl~t;laj ell~'Ll ct.eel ~-

(II) :utlljl>l uiUl~l;latl l-j_Cll(\ct ~Q~~ Cll~l ~l-4. ~-

(Ill) :utlljl>l ~~8l~o{l 'Ll~Gloti RE:~l 8~ ~-

(IV) 81.0' 'Lll;l 8lGl.E.lall USct.~itl 8 :utducatitl l{lJlE.~lat itm ~­

(A) (I) (11) (IV)

(B) (I) (11) (111)

(C) (11) (111) (IV)

(D) (I) (II) (Ill) (IV)

ABL- M 9 P.T.0.

·piuo:::>] o~ 11\1 -18'1

µ31t '\JDWll1> 1h~P lc:1h 'l)-J2-e µ~ l?c f:.Jllc: µl'2llc:l't µ~ReJ (a)

~p 1? (8)

~p S:Stc (8)

~p lc:1h ~lnlf lµ l}DS:S9(? h~Yt 1Fµl'2llc:l't 1?'}.o (\;/)

l ~~c l)-J2~ µ31t 1Fµl'21lc:tt

'\Pi.o 1)-Jenf?: 1hl"Plc:c • ~~ i.o?oReJ fo-e 1l--J~h -e 1'21~ lf'h µ31t 1Fµl'21lc:tt ·8s

@ 12'\!'l ~lReJ ~r> (a)

@ ~lR (c) el1?: ~'\!'l ("b) '}.oll1't2) (8)

@ 1lc:lR ~l"ReJ ~)1> (8)

@ ~'\!'l (c) el1?: ~lR ("\,) '}.oll1't2) (\;/)

"@ ~Si l?S'}.o l:)h&lc 1Pcl6 lFll:>'tE el1?: cllch l'}.oh-e (c)

-~1816 lfli c~ '@cl!i -e el1?: -elf -e ell1?: 1hll:>c!i c~ ~ch 1"3~ '@cl!i Si el1?:

-elf Si el61)1ll2ll2D l'}.ole})ll'2ll2D hµm~ eS:S~lf h llfl(>l~h-S:SlC12~ l'}.oµclli> ("\,) "LS

(/\I) lClh (O)

(/\I) el1?: (11) (8)

(/\I) el1?: (Ill) (8)

(/\I) el1?: (I) (\;/)

-~~c 1Fll:>hll1?: ~l})R 1h1Pl1>ll1> S:Sl2'ReJ 131'218 el:Jh&lc (/\I)

-~~c Si~ ~lJal:>l'}.oft 1hl'2l--Jll'2ll2D hlhµ l'}.o1h-1C"@le-%lc l'}.oµclli> eHc'}.oJo Jf>2°tC (Ill)

"@ ~Ii lJSi.o 3R~ ~nµi.o~h foh-e (11)

"@ ~16 1)1.111?: µh el1?: @ ~16 ~}) lclli> 1hl?l"P}?l!i lF~ic 1h3R~ (I)

l@ 1lc:lR/~lR ~l"Re.J / i.ol"ReJ f2s W"b-~lF 1hµl1>ll1> 1F l--Jci.o7o Jf>2'te ·gs

1Pl1>ll1> 7olJ1l1> 1Fch~ (a)

cl!$c~ 1h'Q1Clh1JC 1Fle-%lc (8)

1h"Rr>~ l'}.ol!2'ReJ l'2w11a1i.o (8)

1Pl1>ll1> 1µ8 cRlQ e"@S:S 11:>-e 1'2~ µ© tol'2-%lc (\;/)

l@ el1> lf€Jo lf~ft lF~h&lc £'h. 1µcs:s ~c 1h~ic 1h1Pl1>ll1> ~Si He1163 ~'\JD ·ss

(j'(i'~"b (a) S(i'~"b (8) h(i'~l, (8) Jl(i'~ b (\;/)

l@ He111?: 1hlr.>cs:s

~1c1"Rft l21Jac1"Rr> 1i.o~r.> lli!i ne1hR ~ .. ~cl$ µ'f.vwlt,, 1hi.oll1e.J~ li.oµc11V ·vs

59. t:tlitlroi?B ~~ filat~B ~ct tU9Lct. ct.JUat.l at.LJLRBlat.L Ble' ct.JUat.L GrB°tl ~act.L

~aj~L<l.ct. e>&Gt~ ~~ ~aj~ct. ~L(E.e>&((t~ llLZ l>Ut:t ~:>Let.Le'~ B~ct.Liti ~L~~

~aj~E.- \~ ct.al ~~ (~)all file' llOef~~ill C>lltl ~Lct.i\ at.~ ct.c(l ~Jlct.Le' <?ll~ct.at.l &lclttlat.lli Bell titll~Lill 8~Clllli ~LCle-t. ~?

(A) 1;!ait

(C) ?0.e>&

(B) ufie>&

(D) 1.LL ~lli

60. c{lst.t.Le-t.afi ~ ~at.Liti ~s ~\:GI.at ~~ ct.~iti ct.~ sec-LL t;tQ-2ll ~ct.L ~e'~?

(A) 1.LL ~ (B) ~ (C) ~lo (D) ~l~

61. ~OO~lli 85' &l><.ll <3il.~ct.Llli ~Let ctl ct.~ '~ CLS ~:i\1:{. <?UJ(l ~l8l2l? (A) ~ (B) 4.

(C) \'Is' (D) ~

~0% ~let.Safi C>l~LC>l~ ~- ~ '8' a{l ~lct.8 ~f:ll.ctl '15'000 ~Cl ctl '~','C>l' ~~ '8' a{l §C-l

~Lct.B szc-u ~l\l.2u aLci?

(A) ~lOOO

(C) 3 5000

(B) ~'15'000

(D) \lOOO

63. ~s a.tl&?t. l sc-1.Lsitl ~s ljt:tL$~ 'i~ s~ ~, o?iti 1;!ait ~s Ul ljt:tL$~ 1;!((1

BC-LLB 3 (fsc{li.0.z~ ~~ C>ll~a{l ~sill 1;!((1 BC-LLB 4. (fsc{ll-(1.z~a{l ~s-Q lj t:ll$~ 8~ ~ ctl

ge-t. szc-t.L (fsc{li.0.z~afi ljt:tL$~ s~ eil?

(A) 3 ~ (fsi.(l

(C) ~'Is' (fsi.(l

(A) \4.%

(C) \'15'%

ABL- M 11

(B) \ S (fsi.(l

(D) 3 O (fsi.(l

(B) \~ \/~ %

(D) \3.~~%

P.T.0.

B

·piuo:::>] <a 11\1 -18'1

c21Jt os (a) c21Jt ~ s (8) c21Jt s s (9) c21Jt sh (v)

l ~~ l}-)2~ ~1'}1)r)

lJDl?llc lP @ t? l'2ltR l!°SD~~ e E ~llt l"Pcq clRh ~1Dl6~ l'}1)1l--) c21Jt ?e E l.9o'\}1)

~lQ@ t? l'2ltR l!°SD~~ ~e ~llt ll:>cq clRh ~lDl6~ l'}1)1B c21Jt S'be l?llc q~ ·59

oo? ll2QJE (a)

006' ll'2Q)E (9)

Oh6' ll2QJE (8)

oos ll2QJE (v)

l ~~ l}-)2~ µ11fil la1he lJDl--)1'>~ q~ l):>llQ ·@ ~e ~1F ~ ~11 WlD "\!)2~ 11qe: lJDµltfil

la1he l)DB'}1)~ ? })'}1)~ llQ ~)Q @ r)~lfln })'}1)~ o.R llD ooo~e ll2QJE ~"t!c ·sg

ql})q h 1h (a) ql})q µ1R (8) q1})q R'3 (8) q1})q 911Q (\;/)

l l2lclV 1ltl2ltR ll--?2~ 1f 'h. W12 '\P °t211Q

1ltl'Pl--)"J!'l "@lRW~ h~lh l'2'@1CllQ "@ ~16 lfq l}-)llfl. 1ltql})q h'b ~W12 h~lh "\l1ol)C

~lQ @ ~16 lf lV 1f 'h. ~W12 1ltql})q S ~lQ q1}~ O'b 1!Sfo1Q h~lh t> llDW12 q~ "L9

~1'}1) la"@J'3 c21Jt he (a)

~1'}1) lt"l!Jh c21Jt he (9)

~1'}1) e:µ.~ c21Jt hE (8)

~llt> p'h. c21Jt he (v)

l@ 111116~ ~q ~lQ @ ch c~

c21Jt ll--)2~ Uttnm ,lQ, ~lc.> llQ ·@ ~~h ~112cJo ,'}1), ~lQ @ t?lh c21Jt h? ~l)nl:>

~1'}1) '\}1)1S ~ 1J61F~ '@ t?lh c21Jt hE ~l)DP ~1'}1) '\}1)1S 1J61F~ ~)Q @ t?lh c21Jt OS

~l)DP ~1'}1) '\}1)1S ~ 1J61W '@ t?lh ~e:µ la"@)'3 c21Jt hE 1J6~ll'2cJo .. )Q,, ~lc.> q~ ·gg

ll2QJE SO'b (a)

ll2QJE OO'b (8)

ll2QJE 'bO'b (8)

ll2QJE hO'b (V)

l 1'2111 f)2~ ~llV q~l'P · fo28

Re~ ~Yt '\P @ .Re~e 'E ~llV q~1lt foR~~ q~ lPl:>lc"R w~ic"@ llD28 ?'bxS'b ·sg

70. 6, 18,23,69, 79,?

1:! ~l d l-li 8 e' tl "\J.C.ll :utl Cl~ ?

(A) 267 (B) 254

(C) 237 (D) 247

71. ofiil. c~Llctc-t? l-li ~L~ (q_8c:-tt tttlc 8~.

NOA, QSB, TUC, ?

(A) WXD (B) WWD

(C) WVD (D) UVD

72. ~ (-) oU :utd (+), (+) oU :utd (x) , (+) oU :utd (-), (x) oU :utd (+) ~Gt. ctl ofiil.atl

(q_8etU -4.Sl ~L~ ~ifi8~l;L c~Llctctl (q_~tt tttlc 8~.

(A) 40 - 8 + 12 + 18 x 8 = 50

(B) 40 + 12 - 8 x 18 + 12 = 64

(C) 40 + 18 x 18- 8 + 12 = 66

(D) 40 x 8 -12 - 8 + 18 = 40

73. o{l ~alll-li&\. 85' Ul<j, Gr~~ Ul<j, (Noble Metals) 8~CllGL ~ ?

(A) IDcrJ (B) ~ill

(C) t.e{~atl-l

74. Clut CIJ.LG~~ ~ ~?

(A) ffi~q~

(C) Clut ~Le'c..U.oti tl:>J.~

(B) ~cctS

(D) Clut~Le'c aj tt~c.j ttLaj

7 5. $ ~ :uiL ~ :c o , ~ l-li <H.l ~ ct. l-li :uiL mf<i? r1. ~ l ~Gt. (q_ ~u at re. ct~ oti 1J "\J.C.l (q_ 1:l Gt. ~ ~ c1l ?

(A) ~cl l-lLZ (q_~uat

(B) ttGLl Cl~ l;l :ut~ l-llal ell

(C) (q_~~ m:>Gt.ct.l ctlafi CGLl&ct:uli l-lLZ (q_~tlal =bl~ \ll.ffi(3lSl

(D) c..U.81.l-li (q_~uatofi ~:itlct. $c-t.Lctcll

ABL- M 13 P.T.0.

D

·piuo:::>]

ce~l!C 1fl2JEJf2 (a)

ce~l!C lefil~h~ (8)

ti'~ 11\1 -18'1

ce~l!C )Dl6~l[:n.tc (8)

ce~l!C lt~"@ (\;/)

l@ l2lc~l3E)

11Dce~l!C llDcl~Yt l~ tc ce~l!C lt~"@ 2'>1:!7oel:! ~\?12~ lt~"@ lelf ~h~ . ~8

c "bOc ·R·~ (a)

O"bOc 'R'~ (8)

"b "\,Oc 'ff~ (8)

;;>OOc 'R'~ (\;/)

l lP~ })e)Q 1hll:>c~ llDhlm lJ-" .. })lD~lf lDlJ'e })1Dl6e,, 1h}tl:> l~ lcl., cl~cR~~

~llt l-)lt"lQ ~cl~cRlQ llD~l31'2l~ l'2U2lcl:>}l'2h l~µ l~c~ l}"~l~~"lQ llDl2lcl:>ll'2h ·as

~lelJ)c (a) 3lrol'l5~ (8) ~roft (9) l[)l~ltt ('v')

l @ l-)el)Q 1~ < 18'v'N) c20~ ~1!")1!°~~1!2lro s8-1J'etc }))Dl6e ·6L

l-)~lff't!J (a)

else (9)

c21.1?12J~ (8)

lDllteJ (\;/)

l@ f6 .. Rl2J~~ ;;>£),-~,, ?ll:>'@ 1hle1!2hE> lcl., l)D~ fall:> l'21PcllV "8L

@ 1lclR lDlheJ l'2191C (O)

@ 1lclR (£) elQ (c) lDm"e) (8)

@ 1lclR (£) e"lQ ("b) lDlheJ (8)

@ 1lclR (c) elQ ("b) lDlheJ (\;/)

·@ ~~ 1hll6~ ltl!Jh 1J1p'h. ch lf h 1f>lµl!t ~re l"lQ (£)

·@ ~lt 11:>~ "tPSh 1611-)l[) le~ 'l!°~re l"lQ (c)

'@ "\?ltt 1!2lle cllc ~l6llQ 1)1~h ~re RlD~f2 ("\,) "LL

@ ~lR (c) elQ @ ~lln ("\,) lDlheJ (O)

@ ~nn Cc) e)Q @ ~ lR Ct) lDrheJ (8)

@ 12nn Cc) e)Q Ct) lDlheJ (8)

@ 1lclR (c) elQ ("\,) lDlheJ (\;/)

'@ µR)?o f:>rl1 })U6ll'2~ RP 1J1Ut 1hl1"01µ e)Q µR)?o (c)

'@ lD?l:>~h ~'@Jl'21Rlc

~ '@ 1'21~ 1->tlYt lDJ?o~~ elQ lDJ?o~~l~ 1)1ll:>c~ clRh µTue) 1hU2llh (t) ·gL

82. °d'({c:U~ 1.1.RClrlat l-llZ ~[ct ct.'tl ~ilC1.ata;:i ~LGll.°d'at BtClll-li ~LCl ~- cta;:i ~al{

~ilC{al ct.'tl \~~4. l{L BGll w<n Gll.°d'Clll{L ~Lq({ e<i? (A) ~R~ (B) filel (C) sC>lat (D) ui(@at

83. ~ltct. ~tBlt {#.l(l ~~1::1.~l :ct.<.t.Bi8atl ~UlRct. l-llt.tf.Satl ~LUL~ @ru:>il~ <.I.Lt

~:>ilo{l ~~Ul-li ct.:>[~ct. 8~({ ~- ~l ~~Ul-li BGll ~:>Lall ~~Uoli ~iuCliL actl atdl.?

(A) C{LC{ (C) '-fioli

(B) atL~:>U (D) c-Oc{l

84. ~C-01-l ~c-0 t.tafi lctel( ~~l(QC.l BGll (l~l-li ~Lq({ ~?

(A) :>UCll (B) tl°d'Wlal

(C) l-leltl~ (D) eR2ll~ll

85. (\) ~ltct.l-llC1.l t.tRGll.°d'atlatl ~al-l ct.ut55-Lafi E.tl>llM~ ~l~8 utlutctlo{l 8((;l.~c

~(il((t~ WSGLUl( ~0\'9 l-li il~:il ~L'-fi ~-

(~) ~l(ct.l{LC{lall 1.l~({L ct.Ul55-Ll-li ~E.Lo? §C{ ~'g' ,COO (fsc{lifictall l{L:>U lctffiLCl.Clla;:i

~LGll.°d'at ~-

(A) lctULal - (\) ~Laj, ~ ~~ (~) l>ti~ ~

(B) lctULat- (\) l>ti~ ~~ (~) ~l aj, ~

(C) ul~ lctULoU l>tici ~

(D) ul~ lctULoU ~l <.Li ~

86. ~Ltct. ~tSL~ atL~LLil?(\.afi ~Utatct.L ~om £iLafi ~tBLt {#.L(L ~<.1.L@ct. 8cc-O c";lBl.atL

l-l<>lt Gt.tt Ullat ~Lt.tC:i.L l-lLZ l{?(lwa{l 'l.atC1.afi t <.Lall s:il ~?

(A) \ 4. (B) \'9 (C) ~\ (D) \~

87. 'g' cl-ti C$c-l-l ~ct.({ W$ eQ2ul-li eQ2lat £$c-l-l 1.1.~atL@il ~ells Bl~ ~atL2lct.

s t ct.L l-li ~L c.cil e ctl ?

(A) ~fllct.L~ Ul.u.t.al

(C) lil~at <.t.zct.n1

ABL- M 15

(B) iL1, tat Rlel

(D) iLLe~l>l l>llal

P.T.0.

88. rtL~rt:Cl-lL a@1.1.Le'~alL WCU2l Rlill-ll cil.°6'1.ac.fi (il~ :wd e'Cloel-ll Bll;L rct~rtL CJt~e-t ec:i?

(A) ~@2lLalL ~La!sL

(C) B~al e'CJtLt-Sl

(B) C-lLSL :w(BiUcu

(D) RatL ~(Jl~~al

89. rtufiufi el?lcrll ~Gt~rt ufi.ill. ~2l ~ells crtl ~O\ s l-1.LZ t-~ffi2lL@il SCl.C-t1.lil.oe

rsz:>L~l-ll all~atL \lBl Bl~ l-lcne-t ~?

(A) s't.. ~<j~Le' 1.lZC-l

(C) s't.. 1.1.Rl-lC-l £~Le'

(B) s't.. ~?.t.1.(l. ~Lc-li(S2lL

(D) SL. °b'alB E~Le'

90. ~c-c1. :w~2lLl-ll 'li,~ aac.fi t-~~2lc-t w@lUls ct~S lcl.o-e:c 5ti:Ml-ll rsce-tL :>il~s il.se-t

~~rt '-93 il.se-t ~~L ertL ?

(A) 30

(C) 3 '-9 (B) 3 4.

(D) ~4.

91. ~ULatll?(l ct2l ci.catL cil°t!'atLl-ll ?sze-tL ct'tlill ct~ ctaall cc.i(&ctw ~su~L s~ ~Ls ~?

(A) 4.0 ct'tlill Cl~ Cl2lall (B) 4.4. ct'tlill Cl~ Cl2lall

(D) SO ct'tlill Cl~ Cl2lall

92. <>tee :WLlaB l-lecClatl Y,G.LW 1.l:C ~ULatll?(l~ ~C{Le :WL1.lClL l{LZ :c ?.t.Cl.Ll-1.L :WLClC-l ~ULatll?(lall :WLlaB -~C{Le 1.lR~calL :Wl<.lat rt~fs Bl.all R~s-c-0. aac-t ~ ?

(A) s't.. rctcts €.CJt~2l (B) s't.. ~:c~rt ~c-c-tL

(C) s't..:c~at ~2l (D) s't.. :w~Ul-l JU2lC{

93. ~~ c{\.. ~- ~~l>U~ :w«iat ~ells - ~O<t'-9ill ~u-uRrt B:CCl.Ll-ll :WLCle-t ~- rtl;U Be'

:Cl-I.rt ~L~ :&c-t:>at ~ ?

(A) CJlLt-fscuUC-l

(C) c-0.~cL~

ABL- M 16

(B) ~LC-lL $B (D) BCJl~

[Contd.

94. Lecl~ (5a~o1. ~l~l a(l.~ c~LlClc-t ":iMfil -\l.81. ~ ":iMB C-ll>lClll-lt :otLClc-t ~ ?

eL<3 § 5lc ~~ (A) eLG § 5lc ~ ~ (B) cUc ~ 'Llcr.S

(C) ill :ot~RBL c:(l (S~cl (D) ~afs C-lle'B ~ ~(UlGLat.

95. ~~l-Ul~ ~o'" l-li B?.lL (;)_ £~11.at.L Q")Jil.ccn.oti ~~s-ct. :utQ-C.lL~ "~~ (?s~l;L _, ~ " ~'Ll°cit. ~ac{ ectl. ?

(A) QU~ct. Qt~ ~JLL":i~ (B) QU~ct. Qt~ Wl-llal

(C) QU~ct. :ot~ ~'LllCJl (D) QU~ct. Qt~ ~Le'acr.S

96. ~~l-Ul~ ~o'"l-li QU~ct. ~~BL~ a(l.~ c~LlClc{ st.La(l.w -\l.81. Be' st.La(\.~ "l-leL~cut"

otl £~~ :otL\lC{ ectl ?

(A) eQGLat. we'c-t 81.t.LU~Lat. (C) 81.c-t eQGLL @rites

(B) QU~ct. \l~@GLl-l 81.t.LU~Lal @rites

(D) QU~ct. ~c:(l ecl~Bc~ @rites

(A) ~es~

(C) le.c:<ll=>u l-LLe

(B) "\j.~l ~~w l-lle

(D) c'LLLC-l IB@c ~JJ.e

98. elill Jll;lct.~ -~O\" l-LL ~~GI.le' eLillwa(l. mill Cl\-J, ~~l 8?.ll ~l~l-ll °lfi.ct.L l-lm({ ~ ?

(A) :otl~ll-l (B) B~Cll (D) ~L~\Jls

99. QU~ct. ~~Bl~ ~l~l ~l~ B~Clll-LL :otLClH "3 ~ ~c.i. "\j.Qll Sl.el.~~- ~al({" 81.~ C{Jlrl\. ~?

(A) ~et.l;L (B) :otl~JGL

(C) jftl (D) l-LLeHL Qt~ uUcn.81. l-lle

100. WJL~ ~o'" l-ll m~ac{ "lcl.CU ~u{~~ ~litl.GLal~(l'Ll" l-ll :utict.~~l"~Gl ~u-:trc~ ~mRl.~~lal ~s~~lal ~l~l 8?.ll £~L~ QUJL clct.L 'LL~ "\j.Gtutu ({JLLCl.Clll-ll :otLClc-t ectl ?

(A) QU~ct. (B) ~al (C) ~~Gll

ABL- M 17 P.T.0.

C

ABL – M 18 [Contd.

101. Maximum carbon content in high strength deform bars should not be more than

(A) 0.60% (B) 0.06% (C) 0.30% (D) 0.03%

102. The Bureau of Indian Standards (BIS) has classified the common burnt clay bricks on thebasis of

(A) compressive strength (B) size of the brick

(C) water absorption capacity (D) efflorescence on brick

103. Which of the following stone is recommended for road metal work ?

(A) sandstone (B) quartzite (C) slate (D) marble

104. The age of trees can be understood by

(A) measuring the diameter of pitch (B) the thickness of bark

(C) length of medullary rays (D) counting the number of rings

105. The fineness of cement can be found out by sieve analysis using IS sieve number

(A) 6 (B) 9 (C) 10 (D) 20

106. What percentage of bound water by weight of cement is required for chemical reaction withPortland cement compounds ?

(A) 15% (B) 23% (C) 38% (D) 40%

107. The coarse sand has fineness modulus in the range of

(A) 2.2-2.4 (B) 2.4-2.6 (C) 2.6-2.9 (D) 2.9-3.2

108. The minimum compressive strength (MPa) of 53 grade Ordinary Portland Cement after 72hours should not be less than

(A) 10 (B) 15.69 (C) 27 (D) 53

109. Based on the heat released upon hydration, arrange the following four compounds of thecement (1. C3S, 2. C2S 3. C3A 4. C4AF) in the descending order.

(A) 1, 2, 3, 4 (B) 3, 1 ,4, 2 (C) 3, 4, 1, 2 (D) 3, 4, 2, 1

110. For complete hydration of cement, the w/c ratio needed is

(A) less than 0.25 (B) more than 0.25 but less than 0.35

(C) more than 0.35 but less than 0.45 (D) more than 0.45 but less than 0.60

111. The maximum bulking of sand is likely to occur at a moisture content of

(A) 5% (B) 8% (C) 11% (D) 14%

112. Organic matter in water for making concrete should not be more than

(A) 1,000 ppm (B) 3,000 ppm (C) 10,000 ppm (D) 15,000 ppm

ABL – M 19 P.T.O.

113. The lime which sets on absorbing CO2 from atmosphere is

(A) lean lime (B) feebly hydraulic lime

(C) rich lime (D) fat lime

114. Blast furnace slag has approximately

(A) 45% calcium oxide and about 35% silica

(B) 50% alumina and 20% calcium oxide

(C) 25% magnesia and 15% silica

(D) 25% calcium sulphate and 15% alumina

115. The approximate ratio between the strengths of cement concrete at 7 days and 28 days is

(A) 3/4 (B) 2/3 (C) 1/2 (D) 1/3

116. A splitting tensile test is performed on a cylinder of diameter ‘D’ and length ‘L’. If theultimate load is ‘P’, then the splitting tensile strength of concrete is given by

(A) DLP π (B) DLP2 π (C) 3DPL4 π (D) 3LPD2 π

117. The split tensile strength of M15 grade concrete when expressed as a percentage of itscompressive strength is

(A) 10 to 15% (B) 15 to 20% (C) 20 to 25% (D) 25 to 30%

118. Shrinkage of concrete depends upon the

1. relative humidity of the atmosphere

2. passage of time

3. applied stress

Which of these statements is/are correct?

(A) 1 and 2 (B) 2 and 3 (C) 1 alone (D) 1, 2 and 3

119. Which of the following is not an intrusive igneous rock ?

(A) granite (B) gabbro (C) diorite (D) basalt

120. Which of the following is a significant constituent of sedimentary rock ?

(A) magnetite (B) hematite (C) calcite (D) halite

121. Normally the tensile strength of glass varies between

(A) 28 kg/cm2 to 56 kg/cm2 (B) 280 kg/cm2 to 560 kg/cm2

(C) 2800 kg/cm2 to 5600 kg/cm2 (D) 28000 kg/cm2 to 56000 kg/cm2

122. Most of the stones possess the specific gravity in the range of

(A) 1.0 to 1.5 (B) 1.5 to 2.0 (C) 2.4 to 2.8 (D) 3.0 to 4.0

ABL – M 20 [Contd.

123. When a brick is cut into two halves longitudinally, one part is called

(A) king closer (B) queen closer (C) half bat (D) bevelled bat

124. The lime which has the property of setting in water is known as

(A) fat lime (B) hydraulic lime (C) hydrated lime (D) quick lime

125. A member with a cross-section of A and length L is subjected to a force of P. If Young’sModulus is E, then linear strain will be

(A) PL/AE (B) PA/LE (C) P/AE (D) PE/AL

126. In a uniaxial tension test on a mild steel bar, the Lueders’ line will be

(A) inclined at 45° to the direction of tensile stress applied

(B) perpendicular to the direction of tensile stress applied

(C) along the direction of tensile stress

(D) perpendicular to the resultant compressive stress

127. If the Poisson’s ratio of a material is 0.25, the ratio of Modulus of Rigidity to Young’s Moduluswill be

(A) 2 (B) 0.4 (C) 2.5 (D) 4

128. Bulk Modulus (K), Young’s Modulus (E) and Poisson’s Ratio (m) are related by

(A) K = E/3(1 – 2/m) (B) E = K/3(1 + 2/m)

(C) E = 2K(1 + 1/m) (D) E = 3K(1 – 2m)

129. A rod of length L and uniform cross-section area A is rigidly fixed at its top and is hanging.At any section which is at a distance x from the lower end, the stress due to its self-weightis proportional

(A) x2 (B) 1/x (C) x (D) 1/x2

130. A plate 100 mm wide, 10 mm thick is having a hole of diameter 10 mm symmetrical aboutthe axis of the plate. The plate is subjected to a force of 9 kN. The maximum stress on asection passing through centre of the hole will be

(A) 10 N/mm2 (B) >10 N/mm2 (C) < 9 N/mm2 (D) 9 N/mm2

131. An isotropic material is the one which

(A) has same structure at all the point

(B) has Young’s modulus equal to the modulus of rigidity

(C) has the elastic constants, identical in all the direction

(D) obeys Hooke’s law up to failure

132. A rectangular section 100 mm × 200 mm is subjected to moment of 20 kNm. The maximumbending stress is

(A) 30 N/mm2 (B) 5/6 N/mm2 (C) 10000 N/mm2 (D) 300 N/mm2

ABL – M 21 P.T.O.

133. The assumption that the cross section plane before bending remain plane even after bendingmeans

(A) the strain in the fibres is proportional to their distances from the neutral axis

(B) the bending moment will be resisted by the central core of the section

(C) the stresses in the fibres are proportional to their distances from the neutral axis

(D) the neutral axis lies at mid height

134. A cantilever AB is subjected to a concentrated load at the free end. The slope and deflectionat the free end are WL2/2 EI and WL3/3 EI. If the same load is applied at mid-span point, thedeflection at the free end will be

(A) 5 WL3/384 EI (B) 5 WL3/48 EI (C) WL3/6 EI (D) WL3/16 EI

135. The expression EI(d4y/dx4) at any section for a beam is equal to

(A) load intensity at the section (B) S. F. at the section

(C) B. M. at the section (D) the slope at that section

136. If a shaft is subjected to pure twisting moment, an element on the surface is subjected to

(A) normal tensile stress (B) normal compressive stress

(C) pure shear stress (D) bending stress

137. The maximum shear stress produced in a shaft is 5 N/mm2. The shaft is of 40 mm diameter.The value of twisting moment is

(A) 628 Nm (B) 62.8 Nm (C) 125.6 Nm (D) 1256 Nm

138. What is tenacity ?

(A) ultimate strength in tension (B) ultimate strength in compression

(C) ultimate shear stress (D) ultimate impact strength

139. When a shaft of diameter d is subjected to a bending moment M and torque T, the equivalentB. M. is given by

(A)2

TMM 22 ++(B)

2TMM 22 +−

(C)22

3TMM

d

16 ++π

(D)22

4TMM

d

32 ++π

140. The work done to strain a material within elastic limits is known as

(A) resistance (B) virtual work (C) resilience (D) work modulus

141. A pull of 20 t is suddenly applied to a rod of cross-sectional area 40 cm2. The stressproduced in the rod is equal to

(A) 0.5 t/cm2 (B) 1.0 t/cm2 (C) 2.0 t/cm2 (D) 4 t/cm2

ABL – M 22 [Contd.

142. Let the strains produced in length and diameter of the cylindrical rod be α and β respectively.Then the volumetric strain is given by

(A) β+α 2 (B) β+α (C) β−α (D) β−α 2

143. A rod of length L is hanging vertically and carries a load P at the bottom. If the weight perunit length of the rod be w, then the tensile force in the rod at a distance y from the supportis given by

(A) P (B) P – wy (C) P + wy (D) P + w(L – y)

144. The moment of inertia of a rectangular section about the base is

(A) twice the moment of inertia about the centroidal axis

(B) three times the moment of inertia about the centroidal axis

(C) four times the moment of inertia about the centroidal axis

(D) six times the moment of inertia about the centroidal axis

145. Which of the following represents the shear force at a section of the beam ?

(A) 4

4

dx

ydEI (B) 3

3

dx

ydEI (C) 2

2

dx

ydEI (D)

dxdy

EI

146. A rectangular beam carries a maximum bending moment of M. If its depth is doubled, itsmoment carrying capacity will be

(A) M (B) 2 M (C) 3 M (D) 4 M

147. A simply supported beam of span L carrying a uniformly distributed load registers a deflectionof y cm at the centre. If the span of the beam is doubled, the deflection at the centre for thesame uniformly distributed load would be

(A) 2y (B) 4y (C) 8y (D) 16y

148. Two beams, one having a square cross-section and another having a circular cross-section,are subjected to the same amount of bending moment. If the cross-sectional area as wellas the material of both the beams are same then

(A) maximum bending stress developed in both the beams is the same

(B) the circular beam experiences more bending stress than the square one

(C) the square beam experiences more bending stress than the circular one

(D) both the beams will experience the same deformation

149. A rectangular section has dimensions of 10 cm x 20 cm. The ratio of the moment of inertiaabout x-axis passing through its centroid to the moment of inertia about y-axis passingthrough its centroid is equal to

(A) 8 (B) 4 (C) 6 (D) 2

ABL – M 23 P.T.O.

150. Arrange the following sections in increasing torsional stiffness :

1. Open ring section

2. Close ring section

3. L-section

4. Circular disk section

(A) 1, 2, 3, 4 (B) 3, 1, 2, 4 (C) 3, 2, 1, 4 (D) 4, 3, 1, 2

151. Torsional failure surface of ductile material occurs at

(A) transverse plane (B) 60° to the transverse plane

(C) 45° to the transverse plane (D) any random plane

152. State true or false :

1. Any two orthogonal surfaces are sufficient to completely specify the principal stresses fora biaxial state of stress.

2. Only one surface is required to specify the maximum shear stress completely.

(A) 1 is true but 2 is false (B) 1 is false, but 2 is true

(C) both 1 and 2 are true (D) both 1 and 2 are false

153. Which of the following yield criteria are suitable for ductile and isotropic material ?

1. Maximum normal stress theory

2. Maximum shear stress theory

3. Maximum energy distortion theory

4. Maximum compressive theory

(A) 1 and 2

(B) 2 and 3

(C) 1, 2 and 3

(D) 1, 2, 3 and 4

154. Which one of the following is conservative failure theory for brittle material ?

(A) Maximum normal stress theory (B) Maximum shear theory

(C) Coulomb-Mohr theory (D) St. Venant theory

155. Statistically indeterminate beam can be solved by :

1. Displacement method

2. Energy Method

3. Matrix Method

4. Four moment equation Method

(A) 1 and 2 (B) 2 and 3 (C) 1, 2 and 3 (D) 1, 2, 3 and 4

ABL – M 24 [Contd.

156. Structures having more reactions than that required for necessary and sufficient conditionsare

1. Hyperstatic

2. Determinate

3. Indeterminate

4. Hypostatic

(A) Only 1 (B) 1 and 3 (C) Only 2 (D) 2 and 4

157. Maximum deflection at mid-span of a simply supported beam with UDL is

(A)EI48

WL3

(B)EI48

WL5 3

(C)EI384

WL5 4

(D)EI48

WL5 4

158. Unit load method is based on

(A) internal strain energy (B) theorem of minimum potential energy

(C) theorem of minimum deflection (D) Castigliano’s theorem

159. Deflection of simply supported beam at mid-span under a concentrated load is

(A)EI48

WL3

(B)EI8

WL2

(C)EI3

WL3

(D)EI96

WL3

160. Williot-Mohr diagram is used to find

(A) displacement in a structure (B) settlement of a structure

(C) strain energy in a structure (D) principal stresses in a structure

161. A circle is marked on a mild steel plate and then it is subjected to two normal stresses is amutually perpendicular direction along with simple shear. After the loading, the circle

(A) assumes the shape of a ellipse (B) assumes the shape of a cycloid

(C) remains as a circle (D) assumes the shape of a square

162. Flexibility method is also called as :

1. force method

2. compatibility method

3. consistent deformation method

(A) Only 1 (B) 1 and 2 (C) 1 and 3 (D) 1, 2 and 3

163. Matrix stiffness method

1. forms the basis for computerization

2. yields the displacements and forces in one go

3. can be used to analyse both determinate and indeterminate structure

(A) 1 and 2 (B) 1 and 3 (C) 2 and 3 (D) 1, 2 and 3

ABL – M 25 P.T.O.

164. Depending on the transmission of loads to joints, bridges are classified as

(A) Deck type (B) Pratt type (C) Warren type (D) Howe type

165. The tensile strength of concrete to be used in the design of reinforced concrete member is

(A) ckf2.0 (B) ckf1.0 (C) ckf7.0 (D) zero

166. In the fourth amendment May 2013 of IS 456-2000, M60 grade has been shifted to

(A) standard concrete from high strength concrete

(B) high strength concrete from high strength standard concrete

(C) standard concrete from an ordinary concrete

(D) ordinary concrete from a standard concrete

167. The modulus of elasticity ckf5000E = where fck is the characteristic compressive strength

of concrete specified in IS:456-2000 is based on

(A) tangent modulus (B) initial tangent modulus

(C) secant modulus (D) chord modulus

168. The minimum percentage of tension reinforcement in R.C.C. beams is

(A) </yf

85(B) </ 6 (C) </ 4 (D) </

y

s

f87.0b4.0

169. The maximum diameter of the reinforcement bars in R.C.C. beam is limited to(A) 28 mm(B) 40 mm(C) one-eighth of the least dimension of the beams(D) one-tenth of the depth of beams

170. If W is the load per unit area on a circular slab of radius R, then the maximum radial momentat the centre of a simply supported slab is equal to

(A)16

WR2(B)

16WR2 2

(C)16WR3 2

(D)16WR5 2

171. The lap length of a direct tension reinforcement bar in a R.C.C. beams should be more than

(A) 16 times the diameter of the bar

(B) 48 times the diameter of the bar

(C) thrice the development length or 24 times the diameter of the bar

(D) twice the development length or 30 times the diameter of the bar

ABL – M 26 [Contd.

172. The minimum vertical space of the main reinforcement in R.C.C. beam is

(A) the diameter of the larger bar or 5 mm more than the nominal maximum size of the coarseaggregate

(B) the diameter of the larger bar or two-thirds the nominal maximum size of the coarse aggregate

(C) 5 mm more than the diameter of the bar

(D) 15 mm

173. A column is regarded as long column if the ratio of its effective length to least lateral radiusof gyration is more than

(A) 150 (B) 100 (C) 60 (D) 40

174. The minimum percentage of longitudinal reinforcement in R.C.C. column is

(A) 6 (B) 0.8 (C) 1.2 (D) 4

175. If ‘w’ is the weight per unit volume, ‘p’ the safe bearing capacity, and ‘ ϕ ’ is the angle ofrepose of the soil retained by the retaining wall, the minimum depth of foundation to becalculated as

(A)

2

sin1sin1

wp

⎟⎟⎠⎞

⎜⎜⎝⎛

ϕ+ϕ−

(B)

2

sin1sin1

wp

⎟⎟⎠⎞

⎜⎜⎝⎛

ϕ−ϕ+

(C) ⎟⎟⎠⎞

⎜⎜⎝⎛

ϕ+ϕ−

sin1sin1

wp

(D) ⎟⎟⎠⎞

⎜⎜⎝⎛

ϕ−ϕ+

sin1sin1

wp

176. The minimum percentage of mild steel reinforcement to be provided in any direction in aretaining wall is

(A) 0.12 (B) 0.15 (C) 0.20 (D) 0.22

177. Normally counterforts in a retaining wall are spaced at an interval of

(A) > 2m (B) 1/3 to 1/2 of the height of the wall

(C) 2 times the height of the wall (D) 4.5 m to 5.5 m

178. If ‘p’ is the net upward pressure on a square footing of side ‘b’ for a square column of side‘a’, the maximum bending moment is given by

(A)8

pb2

(B)8

)ab(pb 2−(C)

8a.b.p 2

(D)8

)ab(p 2−

179. Two way shear in a R.C.C. footing is checked at a distance equal to ____________ of thefooting from the face of the column.

(A) one-fourth of the effective depth (B) one-half of the effective depth

(C) three-fourth of the effective depth (D) the effective depth

180. The amount of reinforcement provided in precast concrete piles is usually governed by

(A) hammer force (B) direct load on the pile

(C) frictional resistance (D) handling forces

ABL – M 27 P.T.O.

181. The allowable tension stress due to bending for M20 concrete in R.C.C. water tanks is(in N/mm2)

(A) 1.2 (B) 1.5 (C) 1.7 (D) 2.0

182. For sections up to a thickness of 100 mm, the minimum area of mild steel reinforcement tobe provided in walls, floors and roofs of water tank in two particular directions should be

(A) 0.2% of the concrete section (B) 0.3% of the concrete section

(C) 0.5% of the concrete section (D) 0.8% of the concrete section

183. Which of the following losses of prestress occurs only in pre-tensioning and not inpost-tensioning ?

(A) elastic shortening of concrete (B) shrinkage of concrete

(C) creep of concrete (D) loss due to friction

184. For pre-tensioned prestressed concrete, the grade of concrete shall be not less than

(A) M30 (B) M40 (C) M50 (D) M60

185. The maximum compressive strain permitted in R.C.C. columns at failure load is

(A) 0.002 (B) 0.003 (C) 0.035 (D) 0.004

186. A soft storey is characterised by vertical discontinuity in

(A) strength (B) stiffness (C) infill wall (D) size of shear wall

187. A simply supported beam shall be deemed to be a deep beam when the ratio of the effectivespan (L) to the overall depth (D) is

(A) less than 2.0 (B) more than 2.0 (C) less than 2.5 (D) more than 2.5

188. In working stress design, if the modular ratio is ‘m’, steel ratio is ‘r’, the critical neutral axisconstant ‘k’ is given by

(A) rmm− (B) rm

m+ (C)

mrm +

(D)m

rm −

189. Expansion joints are provided if the lengths of the concrete structure exceeds

(A) 35 m (B) 45 m (C) 15 m (D) 25 m

190. In case of staggered pitch, pitch may be ___________ of values specified for not staggeredpitch.

(A) increased by 20% (B) increased by 50%

(C) decreased by 20% (D) decreased by 50%

191. For commonly used HSFG bolts (IS1367 part3, grade 8.8) yield stress fyb is

(A) 280 N/mm2 (B) 360 N/mm2 (C) 640 N/mm2 (D) 940 N/mm2

ABL – M 28 [Contd.

192. The prying forces are additional

(A) shearing forces on the bolts because of long joint

(B) bending forces on the bolts because of long joint

(C) tensile forces due to the flexibility of connected parts leading to deformation

(D) forces due to friction between the connected parts

193. The minimum size of the fillet weld that can be used is

(A) 2 mm (B) 3 mm (C) 4 mm (D) 5 mm

194. For a tension member, the design shear capacity of bolts carrying shear through packingplate in excess of 6 mm shall be decreased by a factor of (Note: tpk is the thickness of thethicker packing plate)

(A) 1-0.125 tpk (B) 1-0.0125 tpk (C) 1-0.250 tpk (D) 1-0.0250 tpk

195. If the effective length of a prismatic compression member is 0.8 L, then the support conditionsshould be (Note: L is the unsupported length)

(A) at one end both rotation and translation is restrained, whereas at the other end translation isrestrained, but the rotation is free

(B) at both ends both translation and rotation are restrained

(C) at both ends translations are restrained but rotations are free

(D) at one end translation is restrained while at the other end rotation is restrained

196. Lacing bar shall be inclined at an angle θ which should be between

(A) 20°-50° (B) 30°-60° (C) 40°-70° (D) 50°-80°

197. The slenderness ratio of lacing bar should not exceed

(A) 135 (B) 145 (C) 155 (D) 165

198. The thickness of battens shall be

(A) 1/10th of effective length of batten

(B) 1/15th of effective length of batten

(C) 1/10th of the distance between the innermost connecting lines of rivets, bolt or welds

(D) 1/15th of the distance between the innermost connecting lines of rivets, bolt or welds

199. The design compressive stress of an axially loaded compression member in IS-800-2007is given by

(A) Rankine formula (B) Secant formula

(C) Merchant Rankine formula (D) Perry Robertson formula

200. An example of light moment connection is

(A) framed connection (B) unstiffened seat connection

(C) clip angle connection (D) split beam connection

ABL – M 29 P.T.O.

201. To transfer large shear force through connection, which of the following option is mostsuitable ?

(A) clip angle connection (B) bracket connection

(C) stiffened seated connection (D) framed connection

202. As per IS : 800 in the case of a plate girder with vertical and horizontal stiffeners, the greaterand lesser unsupported clear dimension of a web panel in term of web thickness tw shouldnot exceed respectively

(A) 180 tw and 85 tw (B) 270 tw and 180 tw(C) 270 tw and 200 tw (D) 400 tw and 250 tw

203. Vertical deflection of gantry girder for electrically operated cranes over 500 kN is

(A) span/400 (B) span/500 (C) span/750 (D) span/1000

204. Economical depth of gantry girder is about

(A) 1/8th span (B) 1/12th span (C) 1/16th span (D) 1/20th span

205. If t, p, r are the cost of truss, purlin and roof coverings respectively, then for economicspacing of roof truss

(A) t = p + r (B) t = 2p + r (C) t = p + 3r (D) t = p + 2r

206. If an industrial building is cover by GI sheet and if no snowfall is expected in that area, thenthe minimum pitch should be

(A) 1/24th of span (B) 1/6th of span (C) 1/12th of span (D) 1/4th of span

207. Which one of the following is matched correctly ?

(A) Pratt truss : Large span (B) Warren truss : Small span

(C) Quadrangle : Medium pitch (D) North light truss : Ventilation

208. The collapse load for a propped cantilever of span I subjected to uniformly distributed load is

(A) 0.414 Mp/I (B) 0.586 Mp/I (C) 7.67 Mp/I (D) 11.656 Mp/I

209. The upper yield point in the stress-strain curve in structural steel can be avoided by

(A) cold working (B) hot working (C) quenching (D) galvanising

210. Poisson’s ratio of structural steel in plastic range is

(A) 0.25 (B) 0.3 (C) 0.4 (D) 0.5

211. In project management, an important principle in drawing a network is

(A) no activity can start until all the previous activities in the same chain are completed

(B) parallel activities should begin and end at the same time

(C) between two events there should not be more than two activities

(D) the number of dummy activities in a network should not exceed four

ABL – M 30 [Contd.

212. The value of a particular entity at the end of the utility period without dismantling is called as the

(A) scrap value (B) book value (C) salvage value (D) sinking value

213. In PERT, the critical path represents the

(A) shortest path for the earliest completion of project

(B) the longest path of the network from the initial to the final event

(C) the ideal path by proceeding along which the project can be completed as per schedule

(D) the path which takes into account the completion of the parallel activities

214. The probability distribution taken to represent the completion time in PERT analysis is

(A) gamma distribution (B) normal distribution

(C) beta distribution (D) log-normal distribution

215. The optimistic, most likely and pessimistic time estimates of an activity are 5, 10, 21 days.What is the expected time and standard deviation

(A) 12, 3 (B) 11, 4 (C) 11, 2.67 (D) 10, 16

216. Slack is given as the difference between

(A) latest allowable time and earliest expected time

(B) latest allowable time and pessimistic time estimate

(C) earliest expected time and latest allowable time

(D) final event time and initial event time

217. If the probability factor is zero, the chances of completing the project in scheduled time are

(A) 0% (B) 50% (C) 75% (D) 100%

218. Float may be defined as the difference between

(A) latest start time and the earliest start time

(B) latest finish time and the earliest finish time

(C) time available and the time required to completed the activity

(D) all of the above

219. Interfering float is the difference between

(A) total float and independent float (B) total float and free float

(C) free float and independent float (D) independent float and free float

220. Cost slope of the direct cost curve is given by

(A) timecrashtimenormalcostnormalcostcrash

−−

(B) timecrashcostnormalcostcrash −

(C) timeormalncostnormalcostcrash −

(D) timecrashcostrashccostnormal −

ABL – M 31 P.T.O.

221. In the time-cost optimisation using CPM, the crashing of the activities along the critical pathis done starting with the activity having(A) least cost slope (B) highest cost slope(C) least time slope (D) highest time slope

222. The time by which the completion of an activity can be delayed without affecting the start ofsucceeding activities is called(A) total float (B) interfering float(C) independent float (D) free float

223. For an earthwork, if B is formation width, s is the side slope, L the length of the section andd be the height of the embankment, then quantity of earthwork can be given(A) (Bd + sd) L (B) (B + s) dL (C) (B + sd) dL (D) (B + sd2) dL

224. Isotropic hardening is associated with(A) dilatation of yield surface (B) translation of yield surface(C) metals under cyclic loading (D) Bauschinger effect

225. For the simply supported beam with span L and flexural rigidity EI, if total mass ‘M’ isconcentrated at the centre then the natural frequency of the beam will be

(A) 3MLEI48

21π (B) 3ML

EI1221π (C) 3ML5

EI38421π (D) 3ML

EI621π

226. If L = span of the suspension bridge, h = dip, t = change in the temperature and α = coefficientof thermal expansion of cable material, then the sag in suspension cable due to change intemperature can be given as

(A) thL

163

×α×× (B) thL

163 2

×α×× (C) thL

316 2 ×α×× (D) 2t

hL

316

×α××

227. Which of the following is not an example of thermoplastic ?

(A) polyethylene (B) nylon (C) PVC (D) Bakelite

228. The location of shear centre of the channel section shown below is

(A) p (B) q (C) r (D) s

ABL – M 32 [Contd.

229. Average annual rainfalls in cm at 4 existing rain gauges stations in a basin are 105,79,70and 66. If average depth of rainfall over the basin is to be estimated within 10% error thenadditional no. of gauges needed will be.

(A) 1 (B) 2 (C) 3 (D) 4

230. If the wind velocity at a height of 2 m above the ground is 15 km/hr, then velocity at a heightof 10 m above the ground will be

(A) 19 km/hr (B) 75 km/hr (C) 3 km/hr (D) 50 km/hr

231. The statement “ordinate of the direct run off hydrographs of a common base period aredirectly proportional to the volumes of runoff represented by the respective hydrograph”infers

(A) principle of linearity (B) principle of time invariance

(C) principle of uniformity (D) none of these

232. If the maximum rainfall depth of 300 mm in 24 hours has a return period of 100 years, thenprobability of 24 hours rainfall equal to or greater than 300 mm occurring at least once in 10years is given by

(A) (0.99)10 (B) 1 – (0.99)10 (C) (0.9)100 (D) 1 – (0.9)100

233. In order to prepare 2 hour unit hydrograph from a hour unit hydrograph which of the followingmethod will be applied ?

(A) Synthetic unit hydrograph (B) S- curved method

(C) Instantaneous unit hydrograph (D) Simple unit method

234. Trap efficiency of a storage reservoir is defined as

(A) Total annual sediment flow /reservoir capacity

(B) Total sediment deposited in a given period / Total sediment inflow in that period

(C) Total annual sediment deposited in the reservoir / Dead storage capacity of the reservoir

(D) None of these

235. ‘Economical Height of a Dam’ is that height for which

(A) cost per unit of storage is minimum (B) benefit cost ratio is maximum

(C) net benefits are maximum (D) none of these

236. The duty of a crop is 432 hectares/cumec, when its base period is 100 days. Delta for thecrop will be

(A) 132 (B) 200 (C) 464 (D) 864

237. The force considered for the analysis of an elementary profile of a gravity dam under emptyreservoir condition is

(A) uplift pressure (B) water pressure (C) self weight (D) earthquake pressure

ABL – M 33 P.T.O.

238. Sprinkler irrigation system is suitable when

(A) the land gradient is steep and the soil is easily erodible

(B) the soil is having low permeability

(C) the water table is low

(D) the crops to be grown have deep roots

239. The amount of irrigation water required to meet the evapotranspiration needs of the cropduring its full growth is called

(A) Variable Irrigation requirement (B) Effective irrigation requirement

(C) Consumptive irrigation requirement (D) Net irrigation requirement

240. A tube well having a capacity of 4 m3 per hour operates for 20 hours each day during theirrigation season. How much area can be commanded if the irrigation interval is 20 daysand depth of irrigation is 7 cm

(A) 1.71 × 104 m2 (B) 1.14 × 104 m2 (C) 22.9 × 104 m2 (D) 2.29 × 104 m2

241. A channel designed by Lacey’s theory has a mean velocity of 1 m/sec. If silt factor is unity,then hydraulic mean radius will be

(A) 1.5 m (B) 2 m (C) 2.5 m (D) 1 m

242. When the outflow from a storage reservoir is uncontrolled as in a freely operating spillway,the peak of outflow hydrograph occurs at

(A) the point of intersection of the inflow and outflow hydrographs

(B) a point after the intersection of the inflow and outflow hydrographs

(C) the tail of inflow hydrograph

(D) a point before the intersection of the inflow and outflow hydrographs

243. The vertical hydraulic conductivity of the top soil at certain stage is 0.2 cm/hr. A storm ofintensity 0.5 cm/h occurs over the soil for an indefinite period. Assuming the surface drainageto be adequate, the infiltration rate after the storm has lasted for a very long time shall be

(A) < 0.2 cm/hr (B) 0.2 cm/hr

(C) between 0.2 and 0.5 cm/hr (D) 0.5 cm/hr

244. A catchment consists of 35 % area with runoff coefficient 0.45 with the remaining 65 % areawith runoff coefficient 0.55. The equivalent runoff coefficient will be

(A) 0.505 (B) 0.515 (C) 0.500 (D) 0.450

245. A linear reservoir is one in which

(A) Storage varies linearly with time

(B) Storage varies linearly with outflow rate

(C) Storage varies linearly with inflow rate

(D) Storage varies linearly with elevation

ABL – M 34 [Contd.

246. A canal was designed to supply the irrigation needs of 1200 hectares of land growing rice of140 days base period having a Delta of 134 cms. If this canal water is used to irrigate wheat ofbase period 120 days having a Delta of 52 cm, the area (in hectares) that can be irrigated is

(A) 2650 (B) 3608 (C) 543 (D) None of these

247. The consumptive use of water for a crop during a particular stage of growth is 2.0 mm/day.The maximum depth of available water in the root zone is 60 mm. Irrigation is required whenthe amount of available water is 50% of the maximum available water in the root zone.Frequency of irrigation should be

(A) 10 days (B) 15 days (C) 20 days (D) 25 days

248. As per the Lacey’s method for design of alluvial channels, identify the TRUE statementfrom the following :

(A) Wetted perimeter increases with an increase in design discharge.

(B) Hydraulic radius increases with an increase in slit factor.

(C) Wetted perimeter decreases with an increase in design discharge.

(D) Wetted perimeter increases with an increase in slit factor.

249. Submerged unit weight is based on principle of

(A) Darcy (B) Terzaghi (C) Archmedis (D) Reynolds

250. The specific gravity of soil sample is 2.7 and its void ratio is 0.945. When it is fully saturated,the moisture content of the soil will be

(A) 2.8 % (B) 25 % (C) 35 % (D) 95 %

251. Stoke’s law is applicable for spheres of diameter ranging between

(A) 0.002 to 0.0002 mm (B) 0.2 to 0.0002 mm

(C) 0.02 to 0.0002 mm (D) 2 to 0.02 mm

252. The admixture of sand or silt to clay causes

(A) Decrease in liquid limit and increase in plasticity index

(B) Decrease in liquid limit and no change in plasticity index

(C) Decrease in both liquid limit and plasticity index

(D) Increase in both liquid limit and plasticity index

253. According to IS Classification system, the soils can be classified into

(A) 18 Groups (B) 15 Groups (C) 3 Groups (D) 7 Groups

254. A soil has the liquid limit of 60 % and plastic limit of 20 %. Then the classification of soil asper IS soil classification system is

(A) CL (B) CI (C) CH (D) MH

ABL – M 35 P.T.O.

255. Flow between any two points in a soil depends only on the difference in

(A) Pressure head (B) Total head (C) Velocity head (D) Datum head

256. The coefficient of permeability of a soil is 4 × 10-5 cm/sec for a certain pore fluid. If theviscosity of the pore fluid is reduced to half, then the coefficient of permeability will be

(A) 4 × 10-5 cm/sec (B) 8 × 10-5 cm/sec

(C) 2 × 10-5 cm/sec (D) 16 × 10-5 cm/sec

257. Due to rise in temperature , the viscosity and unit weight at percolating fluid are reduced to70 % and 90 % respectively. Other things being constant, the change in coefficient ofpermeability will be

(A) 20.0 % (B) 28.6 % (C) 63.0 % (D) 77.8 %

258. The permeability of a soil deposit in-situ can be best obtained by

(A) Falling head permeameter (B) Constant head permeameter

(C) Pumping test (D) Yield test

259. The hydraulic head that would produce a quick condition in a sand stratum of thickness of2 m, if G = 2.7 and e = 0.7, is

(A) 0.5 (B) 2 (C) 1 (D) 2.5

260. The value of hydraulic gradient corresponding to zero resultant body force is called the

(A) Critical hydraulic gradient (B) Effective hydraulic gradient

(C) Total hydraulic gradient (D) Zero hydraulic gradient

261. Piping occurs when

(A) Effective stress is zero (B) Flow is downwards

(C) Flow is upwards (D) Flow is horizontal

262. The quantity of seepage depends on which of the following statements ?

1. The coefficient of permeability

2. The differential head across the flow path

3. The length of flow path

(A) 1 and 2 (B) 1, 2 and 3 (C) 1 and 3 (D) 2 and 3

263. A clay layer of thickness 10 cm and initial void ratio 0.5 undergoes settlement so that thefinal void ratio is 0.2. The settlement of the layer in cm is

(A) 1 (B) 1.5 (C) 2 (D) 2.5

264. The unit of coefficient of consolidation is

(A) cm/sec (B) cm2/sec (C) cm/sec2 (D) No unit

ABL – M 36 [Contd.

265. Secondary consolidation is

(A) Caused by hydrodynamic lag

(B) Caused by creep

(C) Large for the pressures below the pre consolidation pressure

(D) Very small for highly plastic clays and organic clays

266. Two identically clay samples of the same size designated as A and B are subjected toconsolidation under identical conditions. Drainage takes place through one face in sample Aand through both the faces in sample B. 50% consolidation of sample A occurs in 10 minutes.The time required for 50 % consolidation to occur in sample B in minutes will be

(A) 40 (B) 10 (C) 5 (D) 2.5

267. The failure plane in direct shear test is

(A) Vertical (B) Horizontal (C) Inclined (D) None

268. If the cohesion of a pure clay found in an unconfined compressive strength test is 1 kg/cm2,then its unconfined compressive strength in kg/cm2 is

(A) 0.5 (B) 2 (C) 1 (D) 4

269. In an undrained triaxial compression test, the sample failed at a deviator stress of 200 kN/m2

when the cell pressure was 100 kN/m2. The cohesion intercept in this case would be

(A) 200 kN/m2 (B) 100 kN/m2 (C) 300 kN/m2 (D) 50 kN/m2

270. In a compaction test if the compacting effort is increased, it will result in

(A) Increase in maximum dry density and the Optimum Moisture Content

(B) Increase in maximum dry density but Optimum Moisture Content remains same

(C) Increase in maximum dry density and decrease in Optimum Moisture Content

(D) No change in maximum dry density and Optimum Moisture Content

271. In a plate load test, the size of plate recommended for gravely and dense sandy soil is

(A) 30 cm square (B) 60 cm square (C) 75 cm square (D) 90 cm square

272. The cohesion and the density of a soil are 2 t/m2 and 2 t/m3 respectively. For a factor ofsafety of 2 and stability number 0.1, the safe height of slope is

(A) 2.5 m (B) 10 m (C) 5 m (D) 50 m

273. If the ratio of width of foundation to the width of plate is 5 times, the ratio of correspondingsettlements in a clayey soil is

(A) 1 : 1 (B) 1 : 5 (C) 15 : 1 (D) 5 : 1

274. According to Terzaghi’s theory, the ultimate bearing capacity at ground surface for a purelycohesive soil and for a smooth base of a strip footing is (Note: C is the unit of cohesive soil).

(A) 2.57 C (B) 5.14 C (C) 5.7 C (D) 6.2 C

ABL – M 37 P.T.O.

275. Group efficiency of a friction pile in a clay is

(A) Exactly 100% (B) Greater than 100%(C) Less than 100% (D) Almost 100%

276. Under reamed piles are usually(A) Precast Piles (B) Driven Piles

(C) Bore Piles (D) Bore or Driven Piles

277. The range of N values for a very loose sand is(A) 0 to 4 (B) 4 to 10 (C) 10 to 30 (D) 30 to 50

278. When the velocity distribution is uniform over the cross-section, the correction factor formomentum is

(A) 0 (B) 1 (C) 4/3 (D) 2

279. The hydraulic jump always occurs from(A) below critical depth to above critical depth

(B) above critical depth to below critical depth(C) below critical depth to above normal depth

(D) above normal depth to below normal depth

280. The flow in channels is considered to be in transitional state if the Reynolds number is(A) less than 500 (B) between 500 and 2000

(C) between 2000 and 4000 (D) greater than 4000

281. The height of hydraulic jump is equal to the(A) initial depth (B) conjugate depth

(C) difference in the alternating depth (D) difference in the conjugate depth

282. The specific speed of a turbine is defined as the speed of a unit of such a size that it

(A) delivers unit discharge at the unit head

(B) delivers unit discharge at the unit power(C) produces unit power for unit head

(D) none of these

283. An irrigation canal has a steady discharge Q at a section where a cross regulation (gate) isprovided for control purposes. If the gate of the regulator, which is normally fully open, issuddenly lowered down to a half open position then a rapidly varied unsteady flow results.In such a case, it would take the form of a

(A) +ve surge moving u/s and a –ve surge moving d/s(B) +ve surge moving d/s and a –ve surge moving u/s

(C) +ve surge moving u/s and a +ve surge moving d/s

(D) –ve surge moving u/s and a –ve surge moving d/s

ABL – M 38 [Contd.

284. Streamlines and Equipotential lines are lines that

(A) Can be drawn graphically for viscous flow around any boundary

(B) Form meshes of perfect squares

(C) Are orthogonal wherever they meet

(D) Can be determined mathematically for all boundary conditions

285. The descending order of precision among the following types of survey is

1. Chain

2. Compass

3. Theodolite

4. Micro-optic theodolite

(A) 1, 2, 3, 4 (B) 4, 1, 2, 3 (C) 4, 3, 2, 1 (D) 4, 3, 1, 2

286. Pick the incorrect pair :

(A) Butt Rod : Measuring offsets

(B) Invar Tape : Baseline Measurement

(C) Plasters laths : Marking terminal points

(D) Prism square : Setting right angles

287. Systematic errors in surveying are

(A) Self Compensating (B) Always Positive

(C) Always Negative (D) Cumulative

288. Agonic lines pass through points of

(A) Zero Dip (B) Equal Declination

(C) Equal Dip (D) Zero Declination

289. The process of turning the telescope of a Theodolite in a horizontal plane is called

(A) Transiting (B) Plunging (C) Swinging (D) Reversing

290. Which one of the following is carried out by two theodolite method ?

(A) Circular curve ranging (B) Tachometry survey

(C) Geodetic survey (D) Astronomical survey

291. Which one of the following statement is incorrect ?

(A) The contour lines are closed curves

(B) In steep slopes, the spacing of contours is small

(C) Contour interval on a map can vary

(D) Contour lines cross a ridge at right angles

ABL – M 39 P.T.O.

292. IRC standard loading for bridge designs are(A) Class A, Class B, Class AB and Class 70-R(B) Class A, Class B, Class AB and Class 90-R(C) Class A, Class B, Class BB and Class 70-R(D) Class A, Class B, Class AA and Class 70-R

293. Suspension bridges are(A) movable bridges (B) suitable for long spans(C) suitable for short spans (D) used for navigable channels

294. The stream at the ideal bridge site should be(A) Well defined and as deep as possible(B) Well defined and as wide as possible(C) Well defined and as narrow as possible(D) Deep and as wide as possible

295. Floats are used to measure(A) Discharge of stream (B) Velocity of stream(C) Flood discharge (D) Afflux

296. The sensitiveness of a bubble tube in a theodolite would decrease if(A) the viscosity of the liquid is increased(B) the radius of curvature of the internal surface of the tube is increased(C) the diameter of the tube is increased(D) the length of the vapour bubble is increased

297. Keeping the instrument height as 1.5 m, height of staff 4 m, the slope of the ground as 1 in10, the sight distance on the down-slope must be less than(A) 25 m (B) 30 m (C) 15 m (D) 20 m

298. California Bearing Ratio is a(A) Measure of soil strength(B) Method of soil identification(C) Measure to indicate the relative strengths of paving materials(D) Measure of shear strength under lateral confinement

299. Which of the following pavement can be used, for construction on black cotton soils?(A) Flexible pavement (B) Semi-flexible pavement(C) Rigid pavement (D) Semi-Rigid pavement

300. Lacustrine soils are soils(A) transported by rivers and streams (B) transported by glaciers(C) deposited in sea beds (D) deposited in lake beds

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