Civil Engineering_1 2012

7/27/2019 Civil Engineering_1 2012

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\kelvii) EXtF-DTN-M-DJWACIVIL ENGINEERING

PaperITime Allowed : Three Hours Maximum Marks : 300

INSTRUCTIONSEach question is printed both in Hindi and in English.Answers must be written in the medium specified in the AdmissionCertificate issued to you, which must be stated clearly on the coverof the answer-book in the space provided for the purpose. Nomarks will be given for the answers written in a medium otherthan that specified in the Admission Certificate.Candidates should attempt Question Nos. I and 5, which arecompulsory, and any three of the remaining questions selectingat least one question from each Section.The number of marks carried by each question is indicated at theend of the question.Notations/ terms used have their usual meanings, unlessotherwise indicated.If any data is considered insufficient, assume suitable valueand indicate the same clearly.Newton may be converted to kg using the equality 1 kilonewton11 kN) = 100 kg, if found necessary.A graph sheet is attached to this question paper for use bycandidates. This should be carefully detached from the questionpaper and securely attached to the answer-book.Important Note : Whenever a question is being attempted, all itsparts/sub-parts must be attempted contiguously. This means thatbefore moving on to the next question to be attempted, candidatesmust finish attempting all parts/ sub-parts of the previous questionattempted. This is to be strictly followed.Pages left blank in the answer-book are to be clearly struck out inink. Any answers that follow pages left blank may not be givencredit.

arrq : 39-44 air f l k=0-11-d(q-rrq*c-oAr7. wir t


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SectionA1. (a) Compare the moments of resistance for

a given maximum bending stress of abeam of square section placed ( 1 ) withtwo sides vertical and (ii) with a diagonalvertical. The bending in each case isparallel to vertical plane.

(b) Three bodies A, BandCof masses 50 kg,30 kg and 20 kg respectively are undera force of 5 kN as shown. Calculate theforce transferred between A and B,B and C. Assume all are frictionlesssurfaces.

5 kN A B

(c) A two-hinged parabolic arch of span50 m and rise 5 m is under no externalloadfhe leftupportieldshorizontally by 0.5 mm (outward) andtheemperatureisesy0 C,calculateheorizontalhrustdevelopedndrawheendingmomentiagramssumingecantvariation. Take El = 1 x 1012N-mm2 ,a = 10 X10-7/C.2

(d) A pipeline carrying oil of specific gravity0.8 changes in diameter from 300 mmat position A to 500 mm diameter atposition B, which is 5 m at a higherlevel. If the pressure at A is 1962 N/cm2and at B is 14-91 N/cm2 , and the dis-charge is 0.2 m3 /s, determine the lossof head and the direction of the flow.21212

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kch arrim-R ufSqca i, f Tru, aTfuwalic4,4 Tr d 4 rdL, 3i 1%T 3d-li

( 1 ) .1 414 WR 1 ITATk 3taft47,sto tR7tait7 ITCrard 4i t d2I1 ffrcr 10 C

dctla 4r-7 T f u M1u141 W-7141*Z fd--f f -4 *t ch(-4-1-11 chk441 43W 341113 al El = 1 x1012 kN-mm2 ,a=ioxio 7 /ca2kch 14IV(1154, t 0.8 3Tlerfn 14+4tsra, TI f9A 7 ceng 300 mmatR500 mm ailN 4Cc4XI 5 m,4R A U( zr41962 N/cm2 d W i 13 IR 1491 N/cm2 74fiTATTI 02 m3 /s t,f t4 -6 MT! 5I- 47fZ YTi old f rn-21.)(3)(7)

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(e) An expression for the velocitydistribution in the boundary layer flowon a flat plate is given as

=a+bri-f-cti2

where n =- anda, b and c areconstants. u and U are velocities at yand respectively. y is the distancemeasured normal to the plate and S isboundary layer thickness. Value of u = Uwhen y = S. Sketch the boundary layerthickness growth along the flat plateandvelocity dstribution in theboundary layer. Find the ratio ofboundary layer thickness to dis-placement thickness.2

2. (a) Analyse the continuous beam as shownby moment distribution method. Drawthe bending moment diagram. AssumeEl = constant.5

20 kN 0 kN

3kN/m 3

1 . ( 2 m*m )I ( 4 m)i(b) A cantilever beam of cross-section

50 mm x 100 mm is subjected to acompressive force parallel to thelongitudinal axis of the beam at thefree end. The point of application of the

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t N41L 1#L 7Z #11f ra 4kc fr r s iia Cf3/4&.( W ,T1a, Ic irST *7 t

u = a + bn + c r i i2,g5f =S, Mila,b3tRC'PRiTtluWU5 1- -R1r y PATS 7 *1 am chta ti y Tirar f~d cc w11iF2rr S Iftritd tiI 74y =St, as u=U 6Icri tI ti(- 1 4 -3 *I fair 14Titritrar cru d T ri-a-r - Tf4d u TfoTi- Likdr3 7 k r a-4aNd *1N71 Tntrid 7Ud AlZI *rfaw rcrq AlZIr f rm ;f ic r r * r r-R 12

2. () 3 f eid4 fafW arkr edd t117cu rm Tm-rfoR c.Wirr *9-N71 tTr* fog isk-r air of afilu

a l fa r71 El =1N71520 k N0 k Ndi cN i r n

m*m*>4 mmN OW tril7 7,0 mm x 100 mm

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load is at 10 mm above the bottomsurface on the vertical centroidal axis.The span of the beam is 4 m. Calculatethe maximum stresses in the beam.5

(c ) Water is flowing at a critical depth offlow = 1.4 m in a channel shown in thefigure below. Estimate the dischargeand specific energy in the channel.5

T 514mIF 2 4 m

Triangular channel

(d) The difference in water surface levels intwo tanks is 15 m and distance betweenthem is 600 m. Two pipes of diameters30 cm and 20 cm, and each havingequal length, are connected to thesetanks. Find the discharge through thepipes when they are connectedappropriately in (i) series andarallel.The coefficient of friction = 0.04 for each- fLV2pipe. Use h r Find the ratio of'gddischarges when the pipes are inparallel to when the pipes are in series.5

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10 mm1 $ i 1 1 ( 1 t 1 1 7 1 - 4 * r 4fa* 4 mWq 311wd 4qui4r1r-415

(T) -111fffr 4 \yid, TidF6T h i f i f T111 = 1.4 m 1111 Wir(d1 4 -1RE11111 T211 a 4 farm .3,41 T 3-Trw-4411-41

0 51.4 m1

le 2 4 m >1& 3 1-7 - -*T r a r P 6-h-

0,0ra 4 str Tr-- -1 T 3iif{ 15 m2 T -r a6 4W r1 Tt t 600 m t I1 1 7 1ail 30 cm nif 20 cm c attc m c ; i t % ,th 47 9 4 T 1 f4 1 - 1 1 1 u f u r l d

3 1 c 14L 1-ff7,13 TR t ( 1 )4T a r r (ti) +i4id k 41 skrT 11 15,1-u, Ertfu rThrriT = 0.042Vd 1-U . 1E I T 1 4 1 1 1 4141(11 f7r 54144 3144H +Ruil wraiThrray1 IA I177 I

15

15

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20 kN t4 m

K 2 m >

6m

3. (a) Determine the plastic moment capacityof the frame as shown. AssumeEl = constant.5

50 kN

K 4 m->1

(b) Draw the bending moment and shearforce diagram of the beam as shown.El = constant.5

Ekm 3 m 4m Fkm> I3 m->1(c) Derive Euler's equation of motion along

a streamline for an ideal fluid flowstating clearly the assumptions. Explainhow this is integrated to get Bernoulli'sequation along a streamline. How is this

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3. () f4UTq TR - 1 : 11 - 1 1,-9- I 3 -171 k1T-M T 711c1*r1711;1 El = ucr 147 41*5

20 kN50 kN

1'

m

6m

4 m

(f) 'RIJN TrR wg 3/4 R . - N t3/44 WTI awr aTim-rur ocr307.ql = W W k i5

(7)-c i a n 3rm 31Iau-r777icW14IIT 1 fc=tir1-fqw 3rird 4-11 kurtNm Tcr7 frr-7 f3/4 3/44

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equation modified while applyingin practice? Draw a relevant sketchpertaining to Bernoulli's equationcomponents for flow in an upwardinclined converging pipe.5

(d) An inward reaction turbine has anexternal diameter 12 m and breadth0.3 m. If the velocity of flow at inlet is3 m/s, find the mass of the waterpassing through the turbine per second.Assume 15 percent of the area of flow isblocked by blade thickness. If the speedof the runner is 240 r.p.m. and guideblade angle at inlet is 15 to the wheeltangent, draw inlet velocity triangle andfind-(i) the runner vane angle at inlet;

(ii) the velocity of the wheel at inlet;

(iii) the absolute velocity of waterleaving the guide blade;

(iu) the relative velocity of waterentering the runner vane.5

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fl = b t u ! A P T 1*4 r Avg t 0,4aR 4zura14*-44 4,-4,bor A *4 (41 1.44 1* 74 ,tior t? 6 ,9 4. tt*1-14444 474 4 -7-47

ct.cir-4144f;i:f a - -r-$4150'0 wr, 1444 nid - rwrr e.k.u*4 del curt( 04ik4 1.2 m

9 - 1 1 4 E S T . 0.3 m t I Ore 344414d re 4TT3 m/s t, 4a siFd 4*t d(ai-i t1*7 Ai4

5',061414 rid *ntr--RI 4-t 4-R'rr-7 f* vart*-1 15 Slid7idftaltM O T 349T4 t6(11t14r4 1R4 240 r.p.m.ITT mgsCiuf 11177 4 15 t da34444 3/44 -fr47 411 9 7 42.rr zlicr*= 1-F--4(i) 34444 47: T47 44 4;iu 1;

(ii) 34444 7 4rt74;f-d*R4444m;

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4. (a) Calculate the maximum load P thatcan be applied on the frame as shown.Yield stress = 320 MPa and E =210 GPa. 15

P

C 40 mmI

50 mm 60 mm

50 mmC/S of the members

(b) Draw the influence line diagram forforces in the members , 02 andfthe truss as shown assuming loads aremoving on the bottom chord.5

C)o 4 9 -t-2 a

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A-

2mk

4. (3/4) b14 7 4-{ 9'ffr4 errTrT4aiMr 3TRI3/471 TITT P, 17Tfu d A -Rum, tt AluHr A1771 troAa4A d-4 = 320 MPa TIT E =210 GPa I 15

P

k 40 mm

30

50 mm 60 mm

50 mmarTirai 3rd3 TRT chle

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1


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(c) A jet of water of diameter 100 mmstrikes a curved vane at its centre with avelocity of 15 m/s. The curved vane ismoving with a velocity of 7 m/s in thedirection of the jet. The jet is deflectedthrough an angle of 160. Assuming thevane is smooth, find

( 1 ) the force exerted on the vane in thedirection of the jet;

(ii) the power of the jet;(iii) the efficiency.A series of vanes are attached to arotating wheel such that jet alwaysstrikes the vane. Find (i), (ii) and (iii) ofthe above case for this situation also.5

(d) A liquid of specific gravity 1.6 is flowingupwards at the rate of 0.1 m3 sthrough a vertical venturi meter with aninlet diameter of 0.3 m and throatdiameter of 0.15 m. The coefficient ofdischarge is 0.98. The vertical distancebetween the pressure tappings is 0.5 m.(i) Find the difference in readings of

the two pressure gauges, which areconnected to the two pressuretappings.

(ii) Find the difference in levels ofmercury columns of the differentialmanometer connected to thetappings in place of pressuregauges.

(iii) Sketch the arrangement showingthe details.5

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, 1 c 4 T T 1ch 100 mm oW4 aIMI 7117 ~a sn*ER 15 m/s t 41t I ash *44trA7fr A 7 m/s 4riTi CentNtiR 160 " t


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SectionB5. (a) A reinforced concrete rectangular

section of size 300 mm x 600 mm(effective depth) is reinforced with threebars of 20 mm dia. Determine the safeuniformly distributed working load thatthe beam can carry over a simplysupported effective span of 5 m. Do notignore self-weight of the beam. Concreteused is M 20 grade and steel used isFe 415. Use limit state method.2

(b) A short reinforced concrete column ofsize 300 mm x 300 mm is reinforcedwith four HYSD bars of Fe 415 having20 mm dia. Concrete used is M 20.Determine the safe working load thatthe column can carry. If the load isdoubled and steel amount is kept thesame, find the required section ofsquare column. Use limit state method. 12

(c) Which law controls the wet analysis?Give assumptions and limitations ofthe law.2

(d) What is quicksand phenomenon? Howdoes it happen and how is it remedied?2

(e) What is earth pressure at rest? Explainit considering active and passivepressure.2

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t s tud- -El5. () or)IN aK 1IcF ic u f i7F- t

aumq 300 mm x 600 mm t,20 mm c iHf I4 WZ 11 P 1 ,41c ldr eW M - 1 4 4 1 4 *ra t *14 =01 tinT. ;1 1 c 1 T=117 q , f{4 u-c 4FITUTIOT 5 m Thc r f iTci a lTt li f td A 9r r 1 fd f fd ITTa64 TT e4 I tIT4T td%TRppm it fR 71A~cfi *Pz M 2 0 I C 1 f i TTizraura Fe 415 TirE a1 % i 41J41WO TTw hir t r f t72*al LfVafMci *AZ300 mm x 300 mm t, 20 mm atTAart H Y S D W I7 Fe 415 4l * , wrK 1a rri

(t)

f e m u rrtIUP41ZM2012

tltfaravc r * 7f-a754i l l , I ilk

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4 -T r r fa u n 34 ft f t w m & K 1 F t ? 124 Tr * 't c r ,c-4 r3ntwr( 74) , C 1 c l I c i , N L - I f t4 * 4 1 ;,. c r

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1E-12 m-)

230 mm

Detail AWidth of flight - 1.5 m

12 m

8 ( 4 1,250 mm I(Tread) IRise = 150 mmj

230 mm

6. (a) The following figure shows the flight ofstaircase of a hospital building which issimply supported on two walls at twoends. Assume suitable live load, finishload and other dead loads :

For the given data( 1 ) find at which section, the maximum

moment will occur;(ii) find the total steel and give total

number of bars of particular dia tobe provided in the flight;

(iii) find the nominal shear stress atcritical section;

(iv) show the detailing of reinforcementat A without any curtailment ofmain longitudinal bars.

No need to apply deflection check.Use limit state method.5

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k 5 5 mfi

5m

ni

11

) 1( 4m -3 (

(b) The following figure shows the plan ofslab of a framed building. It consistsof several panels with different edgeconditions :

AssumeDL on slabs = 6 kN/m2IL on slabs = 3 kN/m2

1 . C-5 5 mmThe positive and negative short-spanand long-span factored moments aregiven in the table for three panels :

SlabShort-span moments in

kN-m per m widthLong-span moments in

kN-m per m width(+)ve

moment(-)ye

moment(+)ve

moment(-)ve

momentS 13.5 17.9 11.8 15-86S 10-8 14.5 9 46 12-5S3 7.34 9.72 5.18 6.91

From the given moments, work outpositive and negative bending momentcoefficients, and indicate for which edgecondition and for which long-span toshort-span ratio, they are applicable.5

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414 en71 3 / 4 iRd 7 tr4fr7* 74 ,Itu110-Ich42.11f fa 1437F4-d anTf 7f-*r f -7 77t:..ftPr& amp?

kN-m srft m tit 4M dr fr"&.3-11Tuf

kN-m Aft m al:M . 4tr4reiTT 33-F-ff 1 . 7-re l,w 31 1 7 iulicHcb 3717r f *.UlicHch 3474

S 13.5 17.9 11.8 158652 108 145 946 125S3 7.34 9.72 5.18 6-91

77 377171i t wren* 4 2 7 74 * - 1 3 T h y r iA I 4 r-7 34T. 517 falr47, fT*-R f i- R 1gwf4 7 -7 f* T1 (- i41 far3fa ati{ oltt317t-M-Ic 4 1 1 , Cii 4 16)a5

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-150 mm

60 mmE l-90 mm

(c) The dry unit weight yd of a soil having15% moisture content is 18.5 kN/m3.Find the bulk unit weight y, saturatedunit weight vsat and submerged unitweight y'. Assume G = 2.7.5

(d) What are the shear strength parameters?How are they determined? The followingdata are obtained from a series ofdrained shear box tests on 36 cm2sample of silty clay. Plot the graph foreffective shear strength parameters.Give the value of attraction (Janbu) :5

Normal stress (kN/m2) : 20 40 60Maximum shear stress (kN/m2 ) : 19.5 28.6 38.0

7. (a) A prestressed concrete beam section is250 mm wide and 300 mm deep. Theinitial prestress force is 450 kN at aneccentricity of 60 mm as shown below.The beam has a span of 5.75 m and hasto carry an imposed load of 7.5 kN/m.Analyse the beam section for thestresses produced at mid-span beforeand after the application of imposedload. Allow a loss of prestress of 15%.Assume unit weight of concrete as24 kN/m3.5

300 mm

je 250 mm .>1

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(T) 1c6 1411 Z F 'R O T 1 TR y d , .ftfr4 15%311td1 * , 18.5 kN/m3 ti W45TwrT1 T R y, kipgT R y sa, TV (T T T T% T R y' Aid TzTr$7, I G =2.7 1:[Tf415

(v) 3 1 7 F 1 : 1 1 3 i k 1 11424? 34414tit f ~ 4 r z1I(11 t? '1194 TfETTE T 36 cm2f4-cik ut 3i7e6ff aTErFcrur esitk4Erftvth -{4 141-4146cr 3T t-*t vni f+-7 TrO I W I TE 42144-1(7:\9 r ki1424 5rrathd ti, 7)14) dlfag1 af loniu rTT RR (44 IV, (Janbu).5

a T 8 T-4,4uf- (kN/m2 )0 40 603 T R T-4-1 : 1 -3 4 i . - 1 4 TkN/m2 )9 5 28 6 38.0

7. (T) 11,41 E0-1(r4 ,4 dTTTcT? WRY 250 mm4q( 341fT 300 mm Awl ti 60 mmacS,-;,( if 9 t 37 f1TT E L T4-SW-T49 7 c(c4 450 kNM 'r te r t, iar Fon fax F4TTIPLIT ETM %I UT4 42(ard 5.75 m R2TT TETT) 7.5 kN/m

3-1 [1[Ficr tut ,,(4 ttaf ti aTRIFT-d wr ciii4*1762 . 1 -[ ale uar-fad ER ic-tgT 4

tif4G w c,)qur *11-11:0-7F-d*t4 15% thimth ti -ity. TT ROT %TR

24 kN/m3IT R(-250 mm>1

15

300 mmE l-50 mm60 mmE90 mm



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(b) The figure shown below gives the cross-section of a cantilever retaining wallwhich is retaining 6 m of earthfillhaving a unit weight of 16 kN/m3. Thecoefficient of active earth pressure is0.33. The resultant of all the forces liesin the middle-third of the base. The wallis safe against sliding and overturning.The eccentricity is given as 0.47 m :

035m

Find the base pressures and design theheel slab for the maximum moment onlyby limit state method. Find the designshear at critical section. Use M 20concrete and Fe 415 steel. Safe bearingcapacity of soil is 180 kN/m2 .5

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( IN ) 4 1, -k c rkturT tag wY R;#vii imtm1turaa i rSAITT0IT T-Ct t7*417 16 kN/m3*1 T irW z iTifk 033 *1 Tilt'T 7 1 1 > # t a i r - T At z r -V iRr iw A :- m k6dr tit47 04uf41 1-44 * 1 4 1 C -I Wfard t1 a047 mt 1 t*:

035 m

3AAAIdtr--R MIT T4 1 s 9 ( 1 4arrA fir H 414A fail A 3 / 4 -4 aTrum-A37p:0 f oR tr ftR I wifff AltQq ITT 3TriTTF :131711tr1 fic-f *91771 M 20 -trE MB Fe 415TfilTd *1 S I T h r T T htNCrW VITuT Wcal180 kN/m 2 tl5

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(c) In laboratory test on a clay sampleof thickness 25 mm drained at toponly, 50% consolidation occurred in11 minutes. Find the time required forthe corresponding clay layer in field,2 m thick and drained at top only, toundergo 70% consolidation. Assume7;50 =0.197 and 71 ,70 =0.405.5

(d) Using Terzaghi's theory, determine theultimate bearing capacity of a stripfooting 1.5 m wide resting on asaturated clay (Cu =20 kN/m2 , On =0and ysat =20 kN/m3) at a depth of 2 mbelow the ground level. The water tableis also at a depth of 2 m from theground level. If the water table rises by1 m, calculate the percentage reductionin the ultimate bearing capacity.5

8. (a) A tension member 0.9 m long hasto resist a service dead load of 20 kNand service live load of 60 kN. Designa rectangular flat bar of standardstructural steel of grade Fe 410.Assume that the member is connectedby one line of 16 mm diameter bolts ofgrade 4.6. Use limit state method.Given : Partial safety factor for material,y mo =1.1 and=1.25 Partialsafety factor for dead load and liveload, yf = 1.5.

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15


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( T r) 25 mm ulzTIrdia9 .34k 14374Tro, w-i1Jmior iTtikTu t 4 11 f i r4a50% '4k4-1-1 6)(11 *1 31# r * Ict; i1 2 in TM

2 1 1 3 V 4 k14liftd %, p4-tzr tivoT0%(44.i* fit Tyr311cW11 ilnr?*tftR 71,5 0 = 0 1 9 7 W 4T Th 7 0 =(mos ti5

(1) Z IT:A -Pt Thita 1T sp41R Ttt KR Ron LrgiqgikLi tin P44-- TrN- R,1.5 m tits') HW1li-fdk 14 2 mTiT1 gCT (Ca =20 kN/m2 ,0 MITy, =20 kN/m3 ) LIL 31

2 m did tl safezn-1-k-cR 1 m4{d,TTa tio-r vrtur WA--r i1 AI Id1 -1 1I N 1 4 1 -ttf77 I5

8. (T) 3174q, 31 0 9 m c.4,41 %, *4 20 kN1i fR MIT 60 kNlar tic-f 4R *ISII*14tI 1L-IT t 14 RdR Trn- fiLdrKTcrrffFe 410 *1ft- 1 1 71 7 1 * T i H v 1 e1 y 5 * T

*11-R1 IrRen z17 siclq416 mm wig * *tft 4.6 -711a *1 Ara1 41Rohl43nFri ti dimfafiTithR4t1-R1 rear tartc .- R;74IT71* ymo = 1 - 1 9-11 y mi = 125 t I Tic4 794 131q" 'ITR* R-iR 3lifyrl ww uRr- y = 1.5 t

15

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120 mm long weld

ISMS 400

120 mm long weld

120 mm

(b) A joist cutting is used as bracket tosupport a factored load of 200 kN. It iswelded to column flange as shown inthe figure given below. Find the sizeof fillet weld. Grade of steel is Fe 410.Use partial safety factor for shop weld,Ymw = 125. While calculating themoment of inertia, ignore the moment ofinertia of the flange weld about its ownaxis. Use limit state method.5

1


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t*a yEr 4 Trzit,00 kN ffiltre4a uis164 Tcdi tT E r-h 41,4 1447tr *'t cik ken Diu t

c . -4iz4-cg-at4smp tN71 wrr4e 410 t I chpludr

ig7 aitrU T lJka31iw =1.25 c71sir ( .1 H 4 " [ R kai9 4 3Wi l 4 k T ,3 1 5 7 4 - 3 T T E L01 -M u g - 1 11 1 f 4 g I F f t1 4 TW-r fafiT at srz44 tr7q1 15

ISHB 450

120 mm

I I 30 mmfi400 m m

xx FT acs aW 7F2 11FDTNM DJW A/ 119P.T.O.


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(c) What is standard penetration test?What corrections are applied for thetest? Name the other penetration testsgiving the positive features of the tests.5

(d) What type of foundations be providedfor successful performance ofconstructed low-rise structure onexpansive soil?5

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F D T N M D J W A

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Civil Engineering_1 2012