ME1315 CIVIL ENGINEERING
501

Paper

Series
A

5I.No.· 2·03 1
Dumtioll 150 Minutes Max. Marks: 300
INSTRUCTIONS TO CANDIDATES

1.
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2.
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3.
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5.
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1 [P.T.O.


30 -cos m 30(cosB-I)m SOllA If Bbe the angle of slope and the length of chain is 30m, then the correction to bc applied per chain length is 30(l-secB)m 30(secB-l)m
Which one of the following angles can be set out with the help of French cross 180° 90° 45° any angle
A lamp at the top of a light house is visible just above the horizon from a station at sea level, the distance ofthe lamp from the station is 30 Ian, find the height ofthe light house. I 2.019m 0.57m 20.19m 6.057m
The line Joining points of equal dip is called Isoclinic lines Aclinic lines Isogonic lines Agonic lines
If forebearing of a line AB is 50° and that of Be is then the included angle between the lines is 70° 120° 220° 150°
When contours of diITerent elevations cross each other, it indicates Level surface .Overhanging cliIT Saddle Vertical cliff
In tl.eodolite survey, the telescope is said to be inverted, if the I Vertical circle is to the right ofthe observer and the bubble ofthe telescope IS up Vertical circle is to the right ofthe observer and the bubble ofthe telescope is down Vertical circle is to the left ofthe observer and the bubble ofthe telescope IS up Vertical circle is to the left ofthe observer and the bubble ofthe telescope is down
,In Geographic information system, line in polygon method is characteristic of Buffer operation Raster overlay Intersecting operation Vector overlay
5 [P.T.D.

501lA If the RL of a BM is 100m, the back sight is 1.415m and the foresight is 1.670m, the RL of the forward station is
101.670m 101.415m 99.745m 98.585m

10) Infunctionalclassification ofhighways, whichone ofthefollowinghighway type have highest mobility and less accessibility

National Highways State Highways


Major District roads Street and Village Roads



11) Webster's equation for computing saturation flow rate in signal design saturation flow rate PCUfhour; W ctrrriage way width in meters.)

225 W PCU/hour 525 W PCUfhour


550 W PCUfhour S 250 W PCUfhour



12) For the calculation of stopping distance, the longitudinal friction co-efficient values of have been recommended by Indian Roads Congress.
0.35 to 0.40 0.15 to 0.20 0.40 to 0.45 0.45 to 0.50

13) In total reaction time ofthe driver, the time required for the sensations received by the eyes/ears to be transmitted to the brain through the nervous system and spinal chord is called

Intellection time Emotion time


Volition time Perception time



14) Calculate the value of lag distance in SSD for a highway with a design speed of65 kmph?
45.18m 36.14m 32.50m 451.80m

15) The psychological widening ofpavement is calculated using which one ofthe following formula (take speed of vehicle in kmph; R radius ofthe curve .
V v

9.SJR 9.SR

16) Find out the rate of change of centrifugal acceleration for a design speed of 75 kmph, using IRC recommended formula.
0.63 rn/sec3 0.53 m/sec3 0.48 rn/sec3 0.73 m/sec3
6

501lA 17) Estimate the theoretical capacity ofa traffic lane with traffic flow stream speed of 50 kmph (take average centre to centre spacing of vehicles as 10m) I ·00 vehicles /hourllane 5000 vehicles 1l1Ourllane 3000 vehicles Ihourllane 300 vehicles Ihourllane
I In a flexible pavement, the different materials with the CBR values are available as follows: 15% and 4%. Indicate the order (top to bottom) in which the materials are to be placed for making a good pavement

80% 15%






19) Calculate the Equivalent Axle load fac;tor (EALF) for single axle load of 10 tons using fourth power formula.
2.26 22.60 1.23 11.23

20) The hardness and toughness properties of a road aggregate will be obtained
from
Aggregate Impact Test Aggregate crushing test
Los Angeles Abrasion Test Aggregate Shape test

21) In the rigid pavement fatigue analysis, the ratio of flexural stress due to load and the flexural strength due to concrete is less than 0.45 indicates

the allowable number of repetitions of the axle loads is infinity


the allowable number of repetitions of the axle loads is zero


the allowable number of repetitions of the axle loads is 4500


the allowable number of repetitions ofthe axle loads is 45000



22) The gauge widths (in meter) for broad, standard and narrow gauges respectively are

1.767,1.650 and 0.760 1.676,1.500 and 0.676


1.676,1.435 and 0.762 1.876,1.656 and 0.800



23) For airports serving big aircrafts, ICAO recommends the cross wind component should not exceed
25 kmph 35 kmph 15 kmph 23 kmph

The monthly mean of average daily temperature for the hottest month of the year is 30°C and the monthly mean of the maximum daily temperature for the arne month of the year is 45°C, Find out the airport reference temperature
25°C 35°C 40°C 15°C
7 (P.T.D.

50l/A 25) The minimum value of Composite Sleeper Index prescribed on Indian railways for track sleeper is
783 1352 1455 873
26) The formula used for calculatIOn of superelevation on railways IS
take G gauge in meters, V Speed in kmph;
radius of curve in meters)
GV'

127R 111 em III 111
27) Cornice and coping is measured in

Running meter Square meter Running meter Running meter


Square meter Square meter Square meter Running meter


28) In Simpson's formula for areas calculation, the line jOlnmg the top of the ordinates is considered as
elliptical circular parabohc straight
29) To obtalll the correct volumE' using the trapezoidal rule, the prismoidal correction should always be
Multiplied Added Subtracted Zero
30) In earth work excavation, normally lead and lift is considered for preparation of road estimate

30mand 1.5 m 20 m and 1.5 m


20mand2.0m 30mand2.0m


31) The unconfined compressive strength of a clay in un-ill turbed and disturbed state was found to be 180 kN/sqm and 10 kN/sqm respectively. Based on Sensitivity, the soil may be classified as:

In-sensitive Sensitive


Quick Clays Extra Sensitive Clays


32) If R J and R2 are the radii of curvature of a non-uniform meniscus in two orthogonal planes, the capillary rise is given by:
he= he (cr IY)
w1 z w

he (cr Yw) {RJ X Rz} (cr I Yw) {R1
33) The coefficient of permeability of a soil sample having its void ratio as 0.50 and co-efficient of percolation as 3.00 x 10.4 crnls is:

3.00 x 10-4 cm/s 1.50 x 10-4 crnls


6.00 x 10-4 cm/s 1.00 x 10-4 cm/s


8


501lA

In a Laboratory, to perform IS Heavy Compaction Test, it was required to use a mould of 1400 cc capacity in place of standard 1000 cc capacity mould. All other parameters remaining same, the number of blows to be applied per layer to ensure the designated compaction energy is:
56 25 35 50
35) The magnitude of total primary consolidation settlement of a 6m thick clay with single drainage was estimated as 96 Later it was fCj>und that, the medium has double drainage. Then, the magnitude of total primary consolidation settlement will be:
48 mm 192 mm 384 mm 96 mm
36) The shear strength of a pure clay specimen when tested in Unconfined compression Test was found to be 100 kPa. If the same specimen was tested in Tri-axiaJ Compression Test, the deviatoric stress at which specimen undergo failure when the confining stress was 50 kPa, will be:
50 kPa 100 kPa 200 kPa 400 kPa
37) A3mhigh wall with vertical face is resisting a moist back fill with horizontal top surface having 20 kN/cum. The percentage increase in Total Active Earth Pressure, if the back fill gets submerged with 22 kN/ cum and Y w 10 kN/cum, is:
20 40 60 100
38) The factor of safety of a slope of given inclination of 6 m high constructed using a soil with c=60 kPa, y=20 kN/cum and its Taylor's stability number=0.20, will be:
2.50 5.00 1.00 2.00
39) According to Boussinesque's theory, under the application of a point load of 100 kN on the surface, the pressure bulb corresponding to an increment in vertical stress of 47.75 kN/sqm will extend to a depth of:
0.50 m 1.00 m 2.00 m 4.00 m
40) The ultimate bearing capacity ofa shallow foundation laid on a cohesion-less soil medium was estimated as 200 kN/sqm, when the water table was far below. All other conditions remaining the same, the ultimate bearing capacity of the foundation, when the water table was risen to ground level, is:
400 kN/sqm 200 kN/sqm 100 kN/sqm 50 kN/sqm
9 [P.T.a.



SOllA 41) The observations of a Standard Penetration Test are reported as lOll 5/20. Assuming correction for overburden is not required and correction for dialatancy only is required, the corrected N-value is:
45 35 25 IS


42) The ultimate load carrying capacity of an end bearing type of bored cast-in­situ circular pilc is estimated as 100 kN. All other parameters remaining the same, the cap?city oftlle Pile if the diameter is doubled, is:
100kN 200kN 300kN 400kN
43) Which of the following type of Piles is more appropriate as foundation of structures constructed on Expansive Clays:

Batter Piles Sheet Piles


Under-reamed Piles Compaction Piles


44) The type of Caissons preferred in sites where high upward seepage exists, is:

Pneumatic Caissons Open Caissons


Box Caissons Open caissons and Box caissons


•

45) Coffer Dams are:

Permanent structures meant for storage of water


Structures built across drains to act as check dams


Temporary structures build to reserve water in side to cure foundation concrete


Temporary structures build to reserve water outside to facilitate construction of foundation


46) The dimensions for Kinematic Viscosity is
FL-2T ML-1r-1 Ur-2
47) The stream function for a potential flow field is given by IjFX2_y2, the corresponding potential function assuming zero potential at the origin is
X2+y2 2xy X2_y2 x-y
48) Water Oows through a large size pipe. The stagnation pressure and statIc measured by a pitot tube are 0.3m and 0.24m ofwater. The velocity offlow in, m/minute is
1.08 65.00 10.8 0.65
10
·


501lA

49) A rectangular channel has a width of 1.8m and carries a discharge of 1.8m3/ sec at a depth ofO.20m. The specific energy is
1.03m 1.47m 1.87m 2.0m

50) In a catchment there are six rain gauge stations with avera&e depth ofrainfall of 92.8cm and standard deviation of the rainfall is recorded in these rain gauge stations is 30.7cm. For a 10% degree of error in the measurement of mean rainfall, the optimum number ofstations required is
5 nos 6 nos 10 nos 11 nos

51) The area between the two isohyets 45cm and 5Scm is 100km2and that between 55cm and 65cm is 150km2 What is the average depth of annual precipitation over the basin of250km2
50cm 52cm 56cm 60cm

52) The total runoff volume during a 4hr stom1 with a uniform intensity of2.8cm/hr is 25.2x 106 m3 from a basin of280 km2 area. What is the average infiltration rate for the basin
3.6mm/hr 4.8mm/hr 5.2mm/hr 5.5nun/hr

53) A volnme of 3 x 106 m3 of groundwater was pumped out from an unconfined aquifer, uniformly over an area of5km2. The pumping lowered the water table from initial level of 102m to 99m. The specific yield ofthe aquifer is
0.20 0.30 0.40 0.50

54) A hyetograph is a plot of
Cumulative rainfall Vs time Rainfall intensity Vs time Rainfall depth Vs duration Discharge Vs time

55) The unit ofintrinsic permeability is
ern/day rn/day Darcy/day cm2

56) If Sy =specific yield and specific retention then

void ratio porosity


1.0 S/Sr permeability


102.8 0.73 1.38 0.01



57) If duty is 1428 hectare/cnmec and base period is 120 days for an irrigated crop, then delta in metres is given by
11 (P.T.D.
_......-­



SOl/A

58) Which one ofthe following equations represent,s the downstream profile of Ogee spillway with vertical upstream face? are the coordinates ofthe point on the downstream profile with origin at the crest of the spillway and
is the design head.
Hd
(I)YIH Y/Hd =-0.5(XJHdf/l8S

Y/H=-2.0(XJH)1118S
dd dd

59) For no tension to develop in the gravity dam the eccentricity'e.' of the resultant force should be

Less than Less than


Less than b/. Less than bIn


6

60) Lacey's equations can be used for the design of

Unlined channels only Lined channels only


Both lined and unlined channels Neither lined nor unlined channels


61) Syphon aqueduct is a cross drainage work provided to carry canal over a natural drain when

Canal bed is well above the HFL ofthe natural drain


Canal bed is at the same level as the bed ofthe natural drain


Canal bed is below the HFL of the natural drain


Canal bed is below bed of the natural drain


62) Poise is the CGS unit of

Kinematic viscosity Dynamic viscosity


Mass Density Weight Density


63) The velocity gradient is 1000/s. The viscosity is 1.2x 10-" N-s/m2• The shear stress is
O.12N/m2 1.2x10-7 N/m2 12N1m2 12xlO-s N/m2
64) If Z is measured vertically upwards, dp is given by
dp=ydz dp=pdz dp= -ydz dp= -pDz
65) If jl 3x2y-yl, the values of u and v are

6xy,3x2-3y2 3x2-3y2,6xy


-6xy 3y2_3x2,6xy


66) In a three dimensional motion of a fluid, the component of rotation about the
..

X-axIS, CD x IS
ow
2 oy oz
12



SOl/A

67) Existence ofvelocity potential implies that

Fluid is in continuum Fluid is irrotational


Fluid is ideal Fluid is compressible


68) Piezometric head is the summation of

Velocity head and elevation head Velocity head and pressure head


Pressure head and elevation head Total head


69) The Bernoulli's equation is written with usual notation as ply v2 /2g z Constant. In this equation each of the terms represents

Energyinkg.m/kgmass offluid Energyin Nm/kgmassoffluid


Energy in NmIN weight offluid Energy in KWlkg mass offluid


70) A 50mm diameter jet having a velocity of25m/s strikes a flat stationary plate, the normal ofwhichis inclined at600tothe axis ofthejet. Thenormal force exerted on the plate in Newtons is
460N 360 N 640 N 630 N
71) Reynolds number of a flow is the ratio of

Gravity forces to viscous forces Gravity forces to pressure forces


Inertia forces to viscous forces Viscous forces to pressure forces


72) Ratio of the average velocity to maxinmm velocity for steady laminar flow in circular pipe is
1/2 2/3 3/2 2
73) Difference in elevation between TEL and HGL ofpipe flow at a point is equal to

Datum head Velocity head


Pressure bead Piezometric bead


74) Boundary layer separation takes place when

ap/ax>O av/aySO


ap/ax>O avl aySO ap/ax< 0


75) For a uniform flow with a depth of O.6m and Froude number of 2.0 in a rectangular channel, the specific energy will be
2Am 0.8m 2.6m Urn
A water turbine ofexpected efficiency 85% operates under 36m at a flow rate of IOm3/s. The unit weight ofwater is IOkN/m3. The nearest shaft power in MWis
3.06 3060 3600 850.
13 (P.T.G.




50l/A

77) A sedimentation tank 6m wide, l5m long and 3m water depth is treating 2MLD of water. The surface overflow rate in It/hr/m2 is
858 926 l028 748

78) The efficiency of a sediment removal in a continuous sedimentation tank does not depend upon the

Discharge tJuough the tank Width of the tank


Length of the tank Depth of the tank.



79) The disinfection efficiency ofchlorine in water treatment

Is not dependant on p" value Is increased by increase in p" value


Remains constant at all p" values Is reduced by increase in p" value.



80) A2% solution of a sewage sample is kept at an incubation temperature of 20°C. If initial DO and final DO values after 5 days of incubation period are
8.5 IIlgliit and 5.5 mgllit respectively, then the BOD will be
50mgllit l50mgllit 250mgllit 350mgllit

81) Iftolalhardnessofwaterislessthanitstotalalkalinitythenon-carbonatehardness will be equal to

Total alkalinity Total hardness


Total alkalinity -total hardness Zero



82) Iffo: diluting 25ml ofwater sample 175ml oftaste free water is required to be addE.:d to make the water sample to just lose its taste then the Flavour Threshold Number will be
6

83) In ndwork of pipes

1The algebraic sum of discharges around each circuit is zero


The algebraic sum of head losses arOlmd each circuit is zero


The clevation of hydraulic grade line is for each junction point


Elementary circuits are replaced by equivalent pipes


J

84) The :dispersion of pollutants in atmosphere is maximum when

Environmental lapse rate is greater than adiabatic lapse rate


Environmental lapse rate is less tJ1an adiabatic lapse rate


.Environmental lapse rate is equal to adiabatic lapse rate


.Maximum mixing depth is equal to zero


14


SOllA

85) Which one of the following pollutant pairs of pollutants is formed due to photochemical reactions
CO alone 03 and PAN PAN and and CO
86) If a sewer carrying a discharge of 3 cumecs outfalls into a river having a discharge of 10 cumecs and DO equal to 9.lmg/lt, the resultant DO ofthe mix will be equal to
5mg/lt 6mg1t 7mg/lt 8mWIt
87) The natural process under which the flowing river gets cleaned is known as

Oxidation Photosynthesis


Reduction Self-purification


88) Recirculation in activated sludge process is done to

Dilute the incoming sewage


Dampen the effect of the flow variation


Operate the plant continuously


Supply seed materials to the aeration tank


89) Lower Food to Micro-organism ratio in a conventional activated treatment plant will mean

Lower BOD removal Higher BOD removal


No effect on BOD removal Medium BOD removal


90) The relative stability ofa sewage sample whose dissolved oxygen levels equals the total oxygen required to satisfy its BOD is
Zero 100% Infinity
91) A rectangular box made with thin uniform plate measures 2000mm x 1000mm x 1000mm. When the box is subjected to certain internal pressure, the dimensions in respective directions have changed by +2.0mm, -Imm and +1mm. The change in the volume of the box is

2.0 x 106 mm3 1.0 x 106 mmJ
J



2.0 x IOJ mm3 2.0 x 105 mm


A rectangular section of a beam is acted upon by certain amounts of shear force and bending moment. Whereas the shear stress varies the variation of bending stress is along the depth.

linear with zero value at centroid, linear with zero value at centroid


parabolic with zero value at centroid, linear with zero value at centroid.


parabolic, with zero value at top bottom, linear with zero value at middle.


linear with zero value at centroid, parabolic with zero value at top bottom.


15 [P.T.D.

501lA

93) A simply supported beam of span carries a UVL with intensity varying from w/unit downward at left support to w/unit upward at right support. The reactions at left and right supports are respectively:

wLl4 upward and wL/4 downward


wLl4 downward and wL/4 upward


wL/6 upward and wL/6 downward


wL/8 upward and wL/8 downward



94) A cantilever beam of span unifoffil flexural rigidity EI is subjected to a unit couple at its free end. The deflection at the centre ofthe beam is:
U/2EI UI8EI U/4EI U/16EI

95) For the L bent shown in Fig.l, the flexural rigidity ofboth arms AB and BC is EI carries a vertical downward load W at C. The deflection and rotation at B (neglecting axial deformations) are and

EI
LEI

2WUlEI ,WU/3EI


WUIEIJ..,WVfEI



96) A simply supported beam of span carries two couples of magnitude M each acting at both middle tlurd locations of the beam. While one of them is acting clockwise the other is acting counter clockwise. Magnitude of the maximum shear force acting in the beam
2MIL MIL I.5MIL 0

97) The plane truss shown in Fig.2 carries a point load W and a moment M at the location B. Force carried by member AB is w

SW/6 (compressive) W/2 (compressive)
SW/6 (compressive) WI2 -Ml2 (compressive)
16


to-"C




50l/A
98) Analysis of trusses is based on the following assumptions. combination of assumptions is The correct•
All loads act at joints
All joints are smooth friction less pin joints.

Truss is made with material which is homogeneous, elastic and isotropic.

The axis ofall members is straight and their self weights are ignored.


ii and iv ii, iii iv lJI, IV


99) The correct combination of conditions that defines a rigid joint is All members meeting at the joint are rigid. ii) All deflections and rotations at the joint are zero. iii) All members meeting at the joint undergo same defections at that joint. iv) All members meeting at the joint undergo same rotations at that joint.
1, u iii ii, iv iii, iv
100) The kinematic indeterminacy ofthe 2-D portal frame shown in Fig.3 including axial deformations is


11
101)In the moment distribution method of plane frame analysis, the distribution
factorforamemberatajointdependson combinationofconditions.
The slenderness ratio of all the members meeting at the joint.
ii) The flexural rigidity ofall the members meeting at the joint.
ill) The IlL values of each member meeting at the joint.
iv) Support conditions at the farther ends of members meeting at the joint.

11,111 1,111 111,IV I,IV
17 [P.T.a.


501lA

102)A cantilever beam of uniform flexural rigidity with span L and depth Dis subjected to temperatures TI on the upper face and T2 on the lower face. If T1 T2 and a is the coefficient of linear expansion for the material, the deflection at the free. end of the beam is

a (T2 U /2D (upward) a (T2 U ID (upward)


L /2D (upward) a U /2D (downward)


2 t2 t

10J)At a point in elastic medium normal stresses in two mutually perpendicular directions are 120 MFa, 40 MFa (bOtJl tensile) associated with a tangential stress of 30 MFa. The principal stresses at the location are

120 MFa, 40 MFa (both tensile)


130 MFa, 30 MFa (both tensile)


130 MFa, 30 MFa (both compressive)


130 MFa (tensile) 30 MFa (compressive)



J04)A weight W falls freely on a body from a height of h. If the instantaneous . dcfomlation of the body in the direction of weight is the work done by the force is

W W(h


Yz Wh W0 Wh Yz W0



105)In,a beam, where the variation of shear force is a second degree parabola and the variation of loading is the variation of bending moment is

constant, cubic parabola linear, square parabola


.cubic parabola, square parabola linear, cubic parabola



106)A force of magnitude 5 N moves through a distance of 4mm in a direction, at 60° to the direction of force. The magnitude of the work done by thc force is
N.mm 0 N.mm 10 N.mm 20 N.mm

107)The stear centre for an angle section is located

at the tip of the flange at the intersection of flanges


at the centroid of the angle at the rigidity centre of the angle


18


501lA

108)A beam has a circular cross section. Ifthe plane ofloading on the beam does not coincide with the centroidal axis of the beam, the member is subjected to
axial force, shear force and bending moment

torque, shear force


torque, shear force and bending moment


axial force, shear force and torque


109) The stiffness of a close coiled spring is more when

wire diameter, rigidity modulus are more and mean radius, number of turns are lesser


number ofturns, rigidity modulus are more and mean radius, wire diameter are lesser


mean radius, rigidity modulus are more and wire diameter, number of turns are lesser


rigidity modulus is more and wire diameter, mean radius, munber of turns are lesser


110) A pressure vessel in the form ofa thin cylinder of 1m diameter and Imrn plate thickness is subjected to an internal fluid pressure of 0.2 MFa. The maximum shear stress in the material is
50MFa OMFa 25MFa 37.5MPa
111) Two circular shafts of same length, weight and material are compared for strength. The first one is a solid shaft and the other is a hollow shaft of ourer to inner diameter ratio as 2. The ratio of the torque carrying capacity of the hollow shaft to solid shaft considering the shear stress criterion alone is
2.5/-.13 5..J3/6 (3)..J3 ..J3/2
112) For a circular cross section subjected to shear force, the ratio of maximum shear stress to average shear stress is
1.0 2.0 1.5 4/3
113) A cantilever beam of span L and flexural rigidity EI carries a point load vertically downwards at its free end. The free end ofthe beam is resting at the centre of another simply supported beam of span L and flexural rigidity EI. The support reactions for the simply supported beam are and
W/4 W/2
8W/l7,8W/17 8W/3,8W/3
19 lP.T.a.




501lA

114) A simply supported beam of span L and flexural rigidity EI carries a UDL of intensity w/unit run all along its span. The beam is supported at its centre by a linear spring of stiffness k. The force carried by the spring is

5kwU/(kV+8El) Sh.-wU/8(kV+48El)


5wL4/8(kV+8El) 5wU/8(kV+48El)



115) The three member plane truss shown in Fig.4 supports a vertical load W at B. The magnitude ofthe force carried by member BD is
wc

o

W (compressive) 0.5 W (compressive)


W (compressive) 0.5W (tensile)



116)Thesymmetry offlexibilitymatrixisdue to

Betty's theorem Maxwell's reciprocal theorem


Eddy's theorem Castigliono's theorem



117) A fixed beam of span L and uniform flexural rigidity El carries a vertical downward load W at its mid span. Ifa hinge is introduced in the beam at the location of the load, the deflection under the load is
WV/12EI WU124EI WVl16EI WV/48EI

.
118) A stepped bar of total length 2Lcarries an axialload P at B as shown in Fig.5. Axial rigidity of segment AB is 2AE and that of BC is AE. The displacement at B is

PU3AE 0 PU2AE PUAE
20



119) The static indeterminacy for the continuous beam shown in Fig. 501lA 6 is

Fig.6
6 3 2 4

l20)A simply supported girder ofspan 10m is traversed by a Sm long UDL segment of intensity lOkN/m. The magnitude of absolute maximum moment in the beam is
93.75kN.m 98.75kN.m 90.25kN.m 88.75kN.m
121)For a simply supported girder, EUDLL is defined as the intensity ofthe UDL acting on full span whose

intensity is larger than all other loads acting on tile span.


moment diagram is above the bending moment ordinates caused by all loads on the span.


bending moment diagram just envelops bending moment caused by all loads on the span.


intensity is larger than the sum of intensities of all loads on the span.


122)A simply supported beam ofspan L and uniform flexural rigidity EI is subjected a pre-stressing force of magnitude at an eccentricity e below the neutral layer, parallel to the axis of the member. The displacement of the beam at a location L/4 from the support is

PeU/4EI PeU/8EI


PeUI2EI PeL2JEI


123)For a member subjected to loads on its span, equivalent joint loads are determined in such a way that

The member end actions caused by equivalent joint loads are same as those caused by loads on the member.


·The equivalent joint loads cause same set of nodal displacements as caused by the member loads.


The equivalent joint loads together with member loads ensure the equilibrium ofthe structure.


The equivalent joint loads together with member loads ensure the compatibility of displacements for the structure.


21 [P.T.O.




SOl/A

124)An orthogrid structure is one which satisfies following combinations of conditions
o A two dimensional framed structure consisting of members oriented in
different directions. ii) Loading plane perpendicular to the plane of structure. iii) Member end actions are the axial forces, shear forces and bending
moments. iv) Angle between members is always 90° Member end actions are the shear forces, torques and bending moments.

ii, iii, iv, v ii, iii, iv


11, lll, IV, V ii, iv, v



125)In the stiffness matrix method, the boundary conditions are needed to avert

divergent solution singularity


irrational solution zero displacement vector



126) In the direct element method of structural analysis, the transformation matrices are needed for following combinations of actions They facilitate the transformation of element stiffness and element load
matrices to global stiffness and global load matrices respectively. ii) They are useful for determining the displacement matrices. iii) They facilitate the conversion of resultant displacement matrices into
member oriented displacement matrices.
iv) The are useful for determining member end actions.

i,iii ii,iii iii,iv i,ii

127)For a fixed beam ofspan L and uniform flexural rigidity EI, with both supports at same level, the support at right rotate by a radians anti clockwise. The support reactions at left and right supports (assuming upward displacement and anti clockwise rotations as positive) respectively are

6EI a 2EI a IL, 6EI a IL2, 2EI a IL


6EI 4EI alL,-6EI a1L2, 2EI aIL


6EI a1L2, 2EI alL,-6EI a1L2, 4EI a IL


6EI a1L2, 2EI alL,-6EI a1L2, 2EI aIL



128) Using slope deflection method, the end rotations at A and B for a horizontal member 4m long with flexural rigidity EI are found as EIII 000 and -EII2000 respectively. The beam carries a SOleN vertical downward load of Im from A. The support moments at A and B are (assuming clockwise moments and rotations as positive) taking EI 5 xlO' leN.m are respectively.

+30 leN.m, -15 leN.ill +45 leN.m, 15 leN.m


-7.5leNm,+15leN.m +15leN.m,-15leN.m


22

50l/A 129)Three members AB, BC and BD 3m, 3m and 4m long each, with uniform flexural rigidity are rigidly connected at B. Ifthe supports atA and C are fixed while at D it is hinged the distribution factors in directions ofBA, BC and BD at the joint B are respectively.







130)In a three hinged parabolic arch, the third hinge is located at the crown. The beam moment coinciding with H-moment indicates

Arch all along carries only radial shear.


Arch all along carries only beam moment


Arch all along carries only normal thrust.


Arch all along carries only H-moment.


131)A cable carrying a load of wiunit run is stretched between supports L apart. The supports are at the same level and the central dip is h. The greatest and least tensions in the cable are

wU/8h .. wU/l6h


wU/8h wUI8h


132)A cantilever beam AB is fixed at left end A and free at B. The corresponding
conjugate beam will supports
fixed at A and free at B free at A and simple 3upport at B
free at A and fixed at B simple supports at both A and B

133)In a steel tension member, it's maximum strengthin case ofadequately designed bolted connections is governed by

The slenderness of the member


The tensile strength of net sectional area of the member.


The strength of the bolted connection.


The section modulus of the member


134)The principal reason for adding stiffeners to the web of a steel beam is to

Increase its moment carrying capacity.


Reduce the deflection of the beam.


Increase the stiffness of the web.


Improve aesthetics. 23 [P.T.D.


501lA

135)In the built-up steel columns, the lacing is provided to keep all individual sections together. ii) to take-up lateral shear to an extent of2.5% of axial force. iii) to increase the bending strength of the section. iv) to increase the compressive strength of the section.
I,m 1I,1lI 1lI,IV I,ll

136)The list ofprincipalcomponents ofaplategirderis Top and bottom flange plates and web plates. ii) Honzontal stiffeners, Intermediate and bearing stiffeners.
iii) Cleat angles and seat angels.
iv) Web splicing and flange splicing.
Ill, IV ii, iii II, IV ii, iii, iv

137)The requirements to be satisfied in the design ofa gantry girder are that it has to withstand effects due to

Moving loads, impact effects and fatigue.


Moving loads, longitudinal loads, lateral loads, impact effects and fatigue.


Lateral loads, longitudinal loads, impact effects and fatigue.


Dynamic loads, longitudinal loads, impact effects and fatigue.



138)The Lug angle is a member which

is connected to the main tension member to transfer the tensile force economically to the joint.


is connected to the main tension member for erection purpose.


is connected to the main tension member to increase its strength locally.


is connected to the main tension member to increase its stiffness



139)Theexpressionworkingoutthethickness ofslabbase isgivenby If t thickness of slab base, w pressure under slab base, 0bs pemlissible bending stress in slab base, a b longer and shorter projections of the slab base edge to the column member, Poisons ratio 0.25.




t t


24





SOl/A 140)A fixed beam of span L carries a UDL of intensity w/unit run. If the plastic moment of the beam section is Mp, collapse occurs when number of plastic hinges are formed and wL

2 and 8M/L 3 and 8M;L


3 and 16M;L 2 and 16M/L


141)A cantilever beam of span L carries a point load W at its free end. Plastic moment of the section from support to middle of span is 1.5 Mp and fTOm there to free end is Mp . Collapse occurs when W
I.5M;L M;L 2M;L 075M;L
142)According to IS: 456-2000, in the design of isolated RCC column footing using RCC with an effective depth the critical sections to be checked are

Bending moment at the face of the column, one-way shear at dJ2 away from the face of column and two-way shear at d around the column.


Bending moment at the face of the colunUl, one-way shear at d away from the face of column and two-way shear at d around the column.


Bending .moment at dJ2 away from the face of the column, one-way shear at d away from the face of column and two-way shear at dJ2 around the column.


Bending moment at the face of the column, one-way shear at d away from the face of column and two-way shear at dJ2 around the column


143)Minimum amount of high strength deformed bar reinforcement used in solid slabs shall not be less than of the total cross sectional area of the slab according to IS: 456-2000.
0.15% 0.l2% 0.20% 025%
144)When the depth of the web of beam is more than mm, side face reinforcementof %ofthewebareaisneededtobeprovidedaccording to IS:456-2000.
600,0.1% 750,0.15% 600,0.15% 750,0.1%
145)Maximum spacing ofvertical shear reinforcement measured along the axis of
the RCC beam shall not exceed whichever is lowest.
O.75d or 300nUll 0.75d or 400mnl
0.50d or 250mm 0.5d or 300mm
25 [P.T.D.

SOl/A 146) The bearing stress check for column footing in limit state design specifies that the value subjected to a maximum of 2 multiplied by bearing stress shall be more than the compressive stress at the base of the column AI supporting area for beanng of footing, which in sloped or stepped footing maybe taken as the area of the lower base of the largest frustum of a pyramid or cone contained wholly within the footing and having for its upper base, the area actually loaded and having side slope of one vertical to two honzontal; and, A2 loaded area at the column base.

;Ie 0.30 0.45 fel;


;Ie A2) 0.45 0.60


147)The functionality ofa wall, retaining wall and a shear wall in order IS
resist predominantly vertical loads
Ii) resist lateral loads perpendicular to the plane ofwall
ui) resist lateral loads in the plane of wall
111, I ii, iii 1lJ, I II, III

148) Splicing of reinforcement in flexure members is taken-up at a location whcrc bending moment is less than the moment of resistance at that section and not more than of bars are spliced at any particular section.
50% 75% 50% 500/0.
149) The loss stress due to creep in steel in a pre-stress problem is gIven by thc formula where a creep coefficient, stress in concrete, modulus Qf elasticity of concrete and modulus of elasticity of steel
EJ 2E) E
150)The principal reason for adopting pre-stressing cable profiles in flexurc '11cmbers as parabolic is due to the fact that

They need to resist both bending moments and shear forces in members.


The strength of pre-stressing cables is maximum in parabolic shapes only.


The profile of moment caused by self weight of structure is parabolic and to counter this, the cable profile also needs to be parabolic.


Its a regular practice



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