Made Easy Gate Civil Engineering Solved Papers

2018 Civil Engineering Fully solved with explanations Analysis of previous papers Topicwise presentation Thoroughly revised & updated B... GATE - 2018 : Civil Engineering Topicwise Previ

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www.EasyEngineering.net

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2018

Civil Engineering

Fully solved with explanations

Analysis of previous papers

Topicwise presentation Thoroughly revised & updated

B Singh (Ex IES)

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GATE - 2018 : Civil Engineering Topicwise Previous GATE Solved Papers (1991-2017)

All rights are reserved No part of this publication may be reproduced, stored in or introduced into

a retrieval system, or transmitted in any form or by any means (electronic, mechanical,

photo-copying, recording or otherwise), without the prior written permission of the above mentioned

publisher of this book.

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environment, in-depth knowledge, quality guidance and good

source of study is required to achieve high level goals.

The new edition of GATE 2018 Solved Papers : Civil Engineering has been fully revised, updated

and edited The whole book has been divided into topicwise sections.

At the beginning of each subject, analysis of previous papers are given to improve the understanding of subject.

I have true desire to serve student community by way of providing good source of study and quality guidance I hope this book will be proved an important tool to succeed in GATE examination Any suggestions from the readers for the improvement of this book are most welcome.

B Singh (Ex IES) Chairman and Managing Director

MADE EASY Group

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1 Solid Mechanics 1-54

2 Structural Analysis 55-97

3 RCC Structures and Prestressed Concrete 98-131

4 Design of Steel Structures 132-164

5 Geotechnical Engineering 165-253

6 Fluid Mechanics & Fluid Machines 254-315

7 Environmental Engineering 316-374

8 Irrigation Engineering 375-390

9 Engineering Hydrology 391-412

10 Transportation Engineering 413-458

11 Geometics Engineering 459-478

12 Construction Materials, Construction Management and Engg Mechanics 479-486

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[2 0 0 6 : 2 Ma rks]V

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(a) łw ı (b)

2 t

8(d) t[19 9 : 2 Ma rks]4

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120 0 : 2 Ma rks]

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sho w n in the follo wing figure For a lo ad P as

sho w n in the figure the perce ntage of the ap p lied

lo ad P carried b y the spring ïs

l P日

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Y d g百

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同日

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F pop tie s of c l

L L(2 R Ô) Ô

2 2(Co n s ide ring ôv e ry s m all s o n egle ct )

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1 18 M Pa and 1 6 0 M Pa(◆) 2 0 0 M Pa a nd 16 0 M Pa

B t 8

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L? L

W here L łs the leng th of the c olumn

[1 9 9 4 2 Ma rkB]

(b) Te n sio n(a) Be nd ing

( d ) Torsio n(C) Co mpre s sio n

[2 0 0 9 : 1 Markt

7 1 3 T he eĦe ctve le ngth of a lum n of le ng ıh L fix ed

again st rotatio n a nd ır a nsla tio n at o n e e nd is(a) 0 5 L (b) 0 7 L(c) 1 14 L (d) 2 L

a rtic al to rce equ al to P a nd a horiz o ntaf

fo rce equ al to M/h(d) a v ertic al force equal to P/2 a nd a ho riz o ntaı

force equ aı to Mìh

[2 0 1 2 : 2 Ma rksl

J ı

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m ( ・・

S e a r ce nte r will be a t Y

闊夢

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[1 9 9 1 : 1 Mark]

1 3 A p la n e stru ctu re sho w n in te figu re is

(a) stab le and dete rmin ate(b) stab le a nd indete rmin a te(c) u n stab le and determin a te(d) u n stab le and indete rmin ate

[1 9 9 2 : 2 Ma rks]

1 5 T he p la n e fra m e sho wn in figure is

(a) stab le d static atly dete rmin ate(b) u n s tab le a nd s ta tic atly deıe rmin ate

stab le a nd static ally indete rmin ate(d) un stab le a nd static al[y indetermin ate

[1 9 9 3 : 1 Ma rk t

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[2 0 0 4 : 2 Ma rksj

1 1 3 co n side ring beam as axiaıly rig id te degre e of

fre edo m of a p la n e fram e sho wn beıo w is

(a) 9 (b) 8(C) 7 ( d ) 6

[2 0 0 5 : 2 Ma rkı)

1 1 4 T he degre e of static indetermin a cy of the rigid

fra m e having lw o internal h inge s a s sho w n in thefigu re belo w is

M A D E E A SY I Sr u ural An aıysis

1 5(a) 8 (b) 7

1 1 8 A guied s up po rt a s sho w n in the figu r belo w(c) 6 (d) 5 i

[2 0 0 9 : 2 Ma rkB]

Fra m e PQ R s up ported a s show n in figure is

(a) ze ro (b) on e(c) two (d) u n stab le

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[2 0 0 3 : 2 Marks]

2 7 T he ma ximum hog g ing m o me nt m the bea m

a nywhere is(a) 3 0 0 kNm (b) 45 0 k Nm(c) 5 0 0 kNm (d) 75 0 k Nm

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( ) C

[ 19 95 1 Makt

4 9 Bend ing mom e nts at joint b a nd c of the portal

fra m e a re re spe ctiv ely

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[200 1 2 Ma rks]

(a) applic ab le only to static ally indete rmmate

s tru cture s

(b) a n other na m e fo r stiĦnes s method(c) an exte n s ton ol Ma xw ellķrcipro c al the ore m(d) de rived from Castigliano the orem

[20 0 4 1 Ma rk t

(b) 40 0 k Nm

(d) 2 0 0 k Nm[1 9 9 7 : 1 Mark】

c a n be dra w n u sing Mulle r B r e s l a u Prin cip le(b) T he Mo m e nt D istributio n Method ıs a fo c e

m etod of a n alysis n ot a d isp la c e m ent method(c) T he prm cp le of V irtu al D isp la c e m e nts can be

u s ed to e stab lish a c o nd ito n of equilibrium(d) T he Substitute Fra m e Metod is not ap p lic ab le

[2 0 0 5 2 Marks]

4 2 1 Carryo v e r facto r CAß fo r the bea m sho w n in thefigure belo w is

r ı h i ge l°

L L(a) 1/4 ( b ) 1/2

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Tö ĺ

4 2 2 T he re a c n o n a t the mid d le s up po rt is

5wL(a) wı (b) 丁

[2015 : 1 Ma rkStb

q

4 2 7 T he v alue of M m the be a m A BC sho w n in thefigure is s u ch that the Joint B doe s n ot rotae

() Col a n alog y m thod( ) Castigliano theo re m

( ) Mm m m pote ntaıe n e rg y m thod( ) F le xibïty m trix m etod

D ispa c e m e nt m ethods are

() Mo m e t d istriutio n

( ) Sope defle ctio

(山) Ka ms m ethod( ) St ffe s s matrix m etod

s truc tu re s(b) Co mp le m e ntary energ y m ethod(iii) Defle c tio n of no nlin e ar struc ture s(c) Mulle r Bre słau prin cip le (i) Influen c e fo r

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4

0 1 4 - 之

一

㈹

晒湯门

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A E t01

pŽL(C) 2ÃE (d) Ze ro

As the slope eß is a n a nticlo ckwis e s e n s e he n c e

Me m o m m e nt atjoint B m u st be ap p lied in clo ckwis e

s e n s e 40 kNm to m ake ee O

05 × 1 a radia n ( b ) 10 × liTa radia n(c) 15×10Z radia n ( d ) 20×10a rad ia n

[ 1 9 96 : 1 Ma rk t

53 The ło rc e in the m e mbe r DE of the tru s s shown in

the ftgu re is

1000k N ( b ) Ze ro(C) 3 5 5 kN ( d ) 2 5 0kN

fo rc e(d) T he ba r BC will be s ub je ct to a te nsile fo rc e

[ 2 0 0 1 1 Ma rk 】

5 6 In a redu nda nt joint m odel thre e ba r m e mbe rs

a re pin c o n n e cted at Q a s sho w n in the figu re

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Stre s s 2 5 0 k N/m 2 : Sho rte ning 001 18m(b) Co mpres slve fo rc e 14 1 4 kN

Stre s s 1 4 1 4 k Nlm2 Fxte n sio n 0 0 1 1 8 m(c) Compre s siv e fo rc e 10 0 k N

Stre s s 100 0 k N/m z Sho rte n ing 0 0 4 17 m(d) Co mpre s siv e fo rc e 100 k N

4 Fd b sín 4 5 ii x c o s 4 5

F

i kN ( Co mpre s sive)

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e o c o s e + FA B 0 (iĺ)

Fro m (i)w e n a v e

P PF

m 2s m 4 5

FAa FB D c o s eP

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Co n si de ring joint Rw e ge

￡F

y O

FTR sīn 4 O F

A a c o s e 6 75 ( ii )

Fro m eq ( i ) a nd ( ii )

丐吕

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UP O + uP c o s e O

uPQ P Rc os e c o s e

2sine

upQ cote2

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exib ility

stiffn e s s is equal to fle xib ility( d ) stiffn e s s a nd fle xibility a re n ot related

6 7 Ho riz o ntl stiffn e s s c o efficie nt Kn of ba r A B is

give n b yA

of indete rmin ate stru ctu re s

4 EI 6EI(c) T he m ethod is u s ed fo r a n alysis of e xib le (c) T ( d ) T

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(c) slre s s in the te n sio n reinfo rc e m e nt is less tha n

the al(tw abïe v alu e(d) delle ctio n of the be a m is below a limiting v atue

spe cimen s(c) the frictio n hetwe e n the c o n c rete specim e n s

a nd the ste l plate of the testing m a ch in e( d ) the c ube s a re te ted witho ut c ap p ing but the

Keep ing the pro visio n s of IS 4 5 6 2 0 00 o n ıiml

state de sign In mind wh ich oFthe follo wing is tn Je(a) State m e nt łis Tru e but ll is Fals e(b) Statem e nt ıs Fals e but ıłis Tru e

(a) 2 5 0 0 0 ( b ) 2 8 5 0 0(C) 3 0 00 0 ( d ) 3 6 0 0 0

(b) 0 00 2a nd o 001 8(c) 0 0 0 3 5a nd o 0 0 4 1( d ) 0 0 0 2a nd o 0 0 3 1

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(C) ' ( d ) r

+ 1 6 45 Ș [ 2 0 0 6 : 1 MıN

ıhe n re ma in s c on sta t o v e r the re malnlng

depth

in c re a ses lin ealy to the n eu tra l ?ls a nd the n

re ains c o nsta t up to the te n o n steel( d ) In c rea se s pa rabonc al[y to the ne tral ?is a nd

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(b) initial ta nge nt m odulu s(c) s e c a nt m odulu s(d) cho rd m odulu s

s tre s s is n o nlin e a r(c) The v a riatio n of both stre s s a nd strain is

lin e a r( d ) T he v a riatio n of both s tre s s and sra m i$ n

lin e a r

[2015 1 Ma rkSet i]

1 5 0 Co n side r the follo wing state m en ts fo r air enrin ed

c o n c re te(i) A ir e ntrain m e nt redu ce s the w a te r dem a nd

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1 2 0 16 : 2 Ma rks Seı q

1 5 5 At c o rd ing to ı s 45 6 2 0 0 0 which o n e ot thefollowwg state m e nts abo ut e depth of n e utr

X X d

阿回国

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n u mber

(c) pro vıding la rge r dia m ete r ba rs les s in n u mb

er( d ) pro vi ding s a m e dia m eter bars mo re in n u mb

e r[ 2 0 0 8 : 1 Ma rlt}

17 5 k N fo r be am P a nd the s e ctio n fo r be a m

s h ould be re vis ed(b) No mm i she ar reinfo rc e m e nt ıs requrred fo r

be a m P and the she a r reinforce m e nt sho ul

be de sgn d fo r 120 kN fo r be a m O (c) Sh e a r re nforce m e nt sho uld be de signed fo r

1 75 kN for be a m P a nd the she a r re mfo rc e m e nt

sho ld be de sign ed fo r 5 2 k N fo r be a m Q (d) T h e s e c tions for both be a ms P and Q n eed to

[2 0 0 8 : 2 Ma rks]

Z7 łn a dd itio n th e be am s s ub je cted to a torqu e

who s factored v lu e s 10 9 0 k N m T he stlrrups

hav e to be provided to carry a she ar (k N) equal to(a) 5 0 4 2 (b) 13 0 5 6

[2 0 14 2 Ma rks Setï]

2 1 3 The de v elopm ent le ng th of a deform d

reinforc e m en t bar c a n be e xpr e s s ed a s( 1 1 ( 中 ? 1

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go v e n s th e stre ng(c) whe n te c ru sh ing of te c o n c rete in te

c o mpre s sio n z o n e go v e rn s te stre ng(d) n e v e r

value of te dep th of ne utral a xis in a reinfo rc ed

c onc rete be a m of effe c tiv e dept ď is g iv e n a s(a) 05 3 d

(b) 0 4 8 d(C) 0 4 6 d(d) any of the abov e depend ing on the d iffe rent

(b) span of thebeam(c) heig h tof th ecotu mn(d) lo ads a cting on the fra m e

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[2 0 0 7 : 2 Ma rıa)

3 2 5 T he limiting a rea of tension ste el in m m2 is(a) 4 7 3 9 (b) 4 1 2 3(c) 3 73 9 (d) 3 1 2 3

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□ (b !

T he te n siıe stre s s in the c o n c rete is g iv e n b y

a Ho op ten sio n(b× d ) +(m 1) A ı

12 0 ×103(25 0 × 4 0 01 ×410 1) × 4 × Î・ (2 0) 2

k 2 0 N/rtrmz

M?im u m stres s in c o nc rete

a 0 4 5 fx 0 4 5 × 2 0 N/mm ?

P LM3

ctio n m o duïuZ

了飞 3ma

5 ŕ 20

ai 9 5 kNlm Z

Oi 5 5 kN/mzwww.EasyEngineering.net

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9 8 4 2 9 2 0 m m2f

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(5 00 04 2 × 1609 1)+(0 8 7 × 2 50 045 × 2 0)

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[2 0 0 4 : 2 Ma rka]

4 6 IS 134 3 : 19 80 limits the minim u m cha rac e risüc

sre ngth of pre stres s ed c o n c rete fo r po st te n sio d

w o rk a nd prete n sio n w o rk a s(a) 2 5 M Pa 3 0 M Pa re spe ctively(b) 2 5 MPa 35 MPa re spe ctiv ly(c) 3 0 MPa 3 5 M Pa re spe ctiv ely( d ) 30 M Pa 4 0 MPa re spe ctiv ely

pre stre s s in the te ndon s is 10 0 0 N lm m z

As s u ming m dula r ratio a s 10the stre s s ( Nm m z)

in c o n c rete is(c) 7 ( d ) 5

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ťë ä g sïie ng tin of th n n er p la te

◆ græ e lihe b e a nng s trength of rw eta nd the

s h e an四 of寸论削锐(d) le s s er o m e she a n ng stre ng th of ther a a nd

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[2 0 1 0 : 2 Ma rks]

1 2 0 Fo r the fillet w eld of siz e s hown in the adjoiningfigu re the effe ctiv e thro at th ickne ss is

l S

M ADE EASY Design of S te eı S tru c tu re s

+ P

(a) 10 0m (b) 1 0 5m m(c) 1 10mm (d) 1 15m m

[2 0 1 2 : 2 Ma rks]

(b) 4 3 2 9 kN(d) 2 1 6 5 k N[20 0 9 : 2 Ma rksl

fc) V 0 8 V (d) V 0 9 V

[20 1 4 : 1 Ma rk St ]

124 T he te n son a nd shea r fo rc e (both in k N) in each

bolt of te Joint a s sho w n beıo w re spectively a re(b) 0 6 5s

( d ) 0 7 5s[2 0 1 1 : 1 Ma rk ]

12 1 In a ste el p late with bolted c o n n e ctio n the rupure

of the n et s e ctio n is a m ode of failu re u nde r(a) te nsio n (b) c o mpre s sio n(c) fte x u re ( d ) she a r

joints(b) ten sile fo r c e s du e to the fle xib ility of

co n n e cted parts(c) be nd ing fo rc e s o n the bolts be c a u s e of the

joints( d ) fo rc e s due the frictio n betw e e n c o n n e cted

pa rts

[2 0 1 5 1 Ma rk S t 】

1 2 7 Two p lae s a re c o n n e cted b y fillet w eids of siz e

10 m m a nd s ubje cted to te n sio n a s sho w n in thefigu reT he th ickn es s of e a ch p ıate is 12 mm T he

12 016 2 Ma rks Set ı】

(a) 5 6 7 0 kN

(C 3 6 19 kN

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ñ 10 0×1 0+9 0×10 0

7 1 3 1 m m joint A

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the bolt holes(c) the eĦe ctive n e ss of the ta ck c o n n e ctio n alo ng

the le ngth( d ) the effe ctive n e s s of the e nd c o n n e ctio n

[2 0 0 4 : 2 Ma rks]

P 1 0

f 25 k N月

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Gro s s are aA

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s e ctio n m oduïu s( d ) rad iu s of g yr atıo n

tha n the othe r(b) m o m e nt of in e rtia abo ut the be nding a xis

s m aller tha n the other

(c) fuıy sup ported co mpre s sion flange(d) Non e of the above

(b) S tate m e nt ı is Tru e and state m e nt is Faıs e

S ta t e nt I is Fals e a nd state m e nt II is True(d) Both state m e nts ıand lıa re Faıse

[2 0 0 1 : 2 Ma rkel

3 8 In the de sign ol la cing syste m fo r a built up sm

c oıu m nthe m a xim u m allo w able sle nde rn e s s raio

of a la cing ba r is(a) 12 0 (b) 14 5(c) 180 ( d ) 2 5 0

(b) 6 2 7m m(d) 2 9 8m m[200 4 2ı 4

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T he minimu m m o m e nt of in e rtia will be ab

H

Y Y a xis'

s ecTio n(c) Rad ius of gyration about the m ajo r ?is of the

Web stiĦeners a re in built in rolled s e ctio n s(d) Dep th to th ickn e s s ratio (of the w eb) a re

ap propriately adju sted

[ 20 02 : 1 Ma rk t

4 2 Ge ne r alıy the m axim um defle ction/span ra tio of a

steel m e mbe r sho uld n o t e xce ed(a)

( b ) the c o mpre s sio n flange islate rally re stain eď

the w eb is adequ ately stiĦe n ed(d) the c o nd ition s in(A) a nd ( C ) a re m et

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