Surveying

Objective Type Questions

7.8.

7.9.

7.1. The surveying used to determine additional details such as

' boundaries of fields, is called(a) city surveying(b) location surveying(c) cadastral surveying(d) topographical surveying.

7.2. The instrum ent attached to the wheel of a vehicle in order to measure the distance travelled is called(a) passometer (b) pedometer (c) odometer (d) speedometer.

".3. The limiting length of the offset is....when its perpendicular directionis set out by an eye(a) 5 m (b) 10 m(c) 15 m (d ) 20 m.

".4. If the forebearing of a line is N 26°35' W, its back bearing will be(rt) S 26° 35' E (b) S 26° 35' W(c) N 26° 35' E (d) N 53° 25' W.

~.5. If the forebearing of a line is 36°15',the back bearing will be 7.11(rt) 36° 15' (b) 126° 15'(c) 146° 45' (d) 216° 15'.

~.6. In the surveying telescopes, cross hairs are fitted in(a) centre of the telescope(b) optical centre of the eyepipes 7.12(c) front of the eyepiece (ri) front of the objective.The power of a telescope to form distinguishable images of objects 7 13 separated by small angular distance is called its

7.10.

(a) defination (b) brightness(c) sensitivity (d) resolving power.

The height of instrument is equal to {a) reduced level of bench mark +

back sight(b) reduced level of bench mark +

force sight(c) reduced level of bench mark +

intermediate sight(d)back sight + force sight -

intermediate sight.The vertical distance between any two consecutive contours is called(a) vertical equivalent(b) horizontal equivalent(c) contour interval(d) contour gradient.The curve used for ideal transition curve is a (fl) cubic parabola(b) clotroid spiral(c) cubic spiral(d) lemniscate.The principal of tacheometry is used(a) for locating contours(b) on hydrographic survey(c) for filling in detail in topographic

surveys(d) all of the above.In a well conditioned triangle no angle should be less than(a) 30° (b) 40°(c) 50° (d) 60°.

The error in measurement length due to incorrect holding of chain is(a) compensating error

7.64 □□ Civil Engineering (Objective Type)

7.14.

7.15.

7.16.

7.17.

7.18.

7.19.

7.20.

(b) cumulative error(c) instrumental error(d) negative error. 7.21.The optical square is used to measure angles by(a) refraction(b) reflection(c) double refraction(d) double reflection.The angle between the reflecting 7.22. surfaces of a prism square is (fl) 30° (b) 45°(c) 60° (d) 75°.

The horizontal angle between the true m eridian and m agnetic 7.23. meridian is known as(a) true bearing(b) dip(c) local attraction(d) magnetic declination.The horizon glass in an optical 7 2 4 . square is(a) wholly silvered(b) wholly unsilvered(c) one fourth silvered and three- 7 2 5

fourth unsilvered(d) half silvered and half unsilvered.In an optical square, the angle between the first incident ray and the last reflected ray is(a) 60° (b) 90°(c) 120° (d) 150°.

The difference in length between the ^arc and the subtended chord on thesurface of the earth for a distanceof 18.2 km is only(,a) 10 mm (b) 30 mm(c) 50 mm (d) 100 mm.

The instrument used for setting out an offset at a right angle, is called 7.27.(a) open cross-staff(b) french cross-staff

(c) adjustable cross-staff(d) optical square.When the measured length is than the actual length, the e known as(a) positive error(b) negative error(c) compensating error(d) instrumental error.The capacity of a telescope producing a sharp image is its(a) definition (b) brightness (c) sensitivity (d) magnifica

An angle between the inclined of sight and horizontal is called(a) direct angle(b) vertical angle(c) horizontal angle(d) deflection angle.The spacing of cross-sections =■ hilly country is usually(a) 5 m (b) 10 m(c) 15 m (d) 20 m.

An imaginary line joining the of intersection of the cross-hairs of i

diaphragm and the optical centre the object glass, is known as(a) fundamental line(b) axis of telescope(c) axis of level tube(d) line of collimation.The brightness of the image, magnifying power(a) is directly proportional to(b) is inversely proportional to(c) varies directly as the square(d) varies inversely as the square The image formed by the objec in the plane of cross-hairs is(a) real and straight

Surveying □□ 7.65

7.28.

7.29.

7.30.

7.31.

‘ .32 .

(b) real and inverted 7.33.(c) virtual and straight(d) virtual and inverted.The projection of a traverse line on a line perpendicular to the meridian is known as(a) latitude of the line 7.34.(b) departure of the line(c) bearing of the line(d) co-ordinate of the line.In plane table survey, the instrum ent used to measure horizontal and vertical distance 7 .3 5 . directly is known as(a) plane alidade(b) telescopic alidade(c) tacheometer(d) clinometer.The degree of the curve is the angle subtended by a chord of.... length. 7.36.(a) 15 m (b) 20 m(c) 25 m (d) 30 m.

A reverse curve consists of(a) a single curve of a circle

connecting to straights(b) two arcs of different radii

bending in the same direction(c) two arcs of equal radii bending 7.37.

in the same direction(d) two arcs of equal or different

radii bending in the opposite direction.

The amount of super-elevation on 7.38. railways is equal to {n)gv2/ G R (b) Gv2/gR(c) GR/gy2 (d) g R /G v 2

where, G = Distance between the centres of the rails in metres,R = Radius of the curve in metres, 7 .3 9 . andv = Speed of the vehicle in m/sec.

In the above question, the expression v2/gR is Called {a) radial acceleration(b) centrifugal force(c) centrifugal ratio(d) super elevation.The representation fraction 1/2500 means that the scale is(a) 1 cm = 2.5 m(b) 1 cm = 15 m(c) 1 cm = 2 m(d) 1 cm = 2.5 km.In order to determine the natural features such as valleys, rivers, lakes etc., the surveying preferred is(a) city surveying(b) location surveying(c) cadastral surveying(d) topographical surveying.When the objects lies on the left hand side of the chain line, then while taking offset with optical square, it is held in(a) left hand upside down(b) right hand upside down(c) left hand up right(d) right hand up right.The ratio of the focal length of the objective that of an eyepiece of a telescope is called(a) definition (b) brightness(c) sensitivity (d) magnification.

In surveying telescope, diaphragm is held(rt) inside the eyepiece(b) inside the objective(c) nearer to the eyepiece(d) nearer to the objective.Chain surveying consists of the arrangem ent of fram ework of triangles because a triangle is the


7.40.

7.41.

7.42.

7.43.

7.44.

7.45.

only simple plane figure which canbe plotted uniquely if ..... of thetriangle are known.(a) three sides(b) three angles(c) one side and two angles(d) one angle and two sides.When (h) is the difference in heights between the extremities of a chain length (/), then the correction for slope required is{ a )h / l (b) h2/ l{c)h2/2 l (d) h/2l .If the radius of a simple curve is 600 m, the maximum length of the chord for calculating offsets, is taken (a) 10 m (b) 15 m(c) 20 m (d) 30 m.

An axis about which the telescope can be rotated in a horizontal plane is called(a) horizontal axis(b) vertical axis(c) axis of the telescope(d) axis of the level tube.The deflection angle may have any value between(a) 0° and 45° (b) 0° and 90°(c) 0 ° and 1 2 0 °(d) 0 ° and 180°.

The method of surveying used for determining the relative heights of points on the surface of the earth is called(a) levelling(b) simple levelling(c) longitudinal levelling(d) differential levelling.A fixed point of reference of known elevation is called(a) change point(b) station point

(c) bench mark(d) datum.

7.46. Contour lines cross ridge or val lines at(a) 30° (b) 45° M(c) 60° (d) 90°.

7.47. The length of peg interval for fl curves is(a) 15 m (b) 20 m(t) 25 m (d) 30 m.

7.48. A curve of varying radius is kntas(a) simple curve(b) compound curve(c) reverse curve(d) transition curve.

7.49. Due to magnetic influence of earth, the magnetic needle of prismatic compass will be inc' downward towards the pole, inclination of the needle with horizontal is known as (a) true bearing (,b) dip(c) local attraction(d) magnetic declination.

7.50. The magnetic bearing of a line55° 30' and the magne' declination is 4°30' west. The bearing of a line will be (a) 30° (b) 34°30'(c) 49° (d) 51°.

7.51. At the equator the amount of dip(a) 0° (b) 45°(c) 60° (d) 90°.

7.52. In route surveys, the most suitab method of contouring is(a) by squares(b) by radial lines(c) by cross-sections(d) by tacheometer.


7.53.

7.54.

7.55.

“.56.

".57.

’ 58.

" 5 9 .

’ .60 .

7.62.

At the magnetic poles, the amount 7.61. of dip is(<7)0° (b) 45°(c) 60° (c1) 90°.

The error in measuring length due to sag of chain or tape is known as(a) positive error(b) magnetic error(c) compensating error(d) instrumental error.The deflection angle may be directly obtained by setting the instrumentto road ..... on back station.(fl)0° (b) 90°(c) 180° (d) 270°.

When the magnetic bearing of the sun at noon is 185°20', the magnetic declination will be (n) 5°20' east (b) 5°20' west (c) 5°20' north (d) 5°20' south. 7.63.

In a whole circle bearing system,S 25°15' E corresponds to(a) 115°15' (b) 154°45'(c) 205°15' (d) 334°45'.

Direct ranging is possible only when the end station are 7.64.(a) close to each other(b) not more than 1 0 0 m apart(c) mutually intervisible(d) located at highest points in the

sea.When 1 cm on a map represents 10 m on the ground, the representative fraction of the scale is 7.65.(a) 1 / 1 0 (b) 1 / 1 0 0(c) 1 / 1 0 0 0 (d) 1 /1 0 0 0 .

Compensating errors that occurs in chaining, are proportional to

(fl)L '(b) V l(c) 1/L (d) lVL.

where, L = length of the line.

The adjustable cross-staff is used for setting out an offset(a) at an angle of 45°(b) at an angle of 60°(c) at a right angle (id) at any angle.The conventional symbol as shown in Figure below Fig. 1(a) represents

(b)

7.66.

T T ■ ■/ \(a)

Fig. 1.

(a) road bridge(b) railway bridge(ic) railway double line(d) railway single line.The conventional symbol, as shown in Fig. 1 (b), represents(a) road bridge(b) railway bridge(c) canal with lock(d) railway single line.A surface which is normal to the direction of gravity at all points, as indicated by a plumb line, is known as(a) datum surface(b) level surface(c) horizontal surface(d) vertical surface.In precision theodolite traverse for roads and railways, the angular error of closure should not exceed

(a) 15"VN (b) 30°vN

(c) 45°V n (d) 1 'V n .where N = Number of angles. When the cross-hairs are not clearly visible

7.68 □□ Civil Engineering (Obje'ctive Type)

7.67.

7.68.

7.69.

7.70.

7 . 71 .

(a) the cross-hairs should be adjusted

(b) the eye-piece should be focussed(c) the objective should be focussed 7.72.(d) the parallex should be removed.When the image formed by the objective is not situated in the plane of cross-hairs(a) t h e c ro s s -h a ir s s h o u ld b e

adjusted 7 .7 3 .(b) the eye-piece should be focussed(c) the objective should be focussed(d) the parallex should be removed.The magnetic bearing of a line is S 35°30' E and the m agnetic declination is 4°10' east. The true bearing of a line will be(fl) S 31° 30' E (b) S 31° 30' W 7.74.(c) S 39° 50' E (d) S 39° 50' W.

When a chain of designated length L and actual length L is used for 7 .7 5 .measuring a line the true length of the line will be

7.76.

(a) — x measured length l-iL'

(b) — x measured length

(c) (L' - L) x measured length(d) (L' + L) x measured length.An angle measured clock-wise from the proceeding survey line to the following survey line is called(a) direct angle 7.77.(b) vertical angle(c) horizontal angle(d) deflection angle.The latitude and departure of a traverse line are both positive when the whole circle bearing of the line lies in the(a) first quadrant 7.78.

(b) second quadrant(c) third quadrant(d) fourth quadrant.In levelling, the correction curvature (in metres) is equal to (fl) 0.00785 D2 (b) 0.0785 D2

(c) 0.0112 D2 (d) 0.0673 D2. where, D = Distance from the

to the s ta f f reading in kilometres The total length of the curve is to

7tR(|)

90(a) n R (j)

71 R§

(b)

(c) 180 (d)nR<\>360 '

where R = Radius of the curve,(j) = Deflection angle.The shift of a curve is equal to(a)L/6 R (b) L/24R(c) L2/6 R (d) L2/24R

The length of a long chord is equit to(a) R sin <j) (b) R cos (j)

(ic) 2 R sin

A scale w hich has a common representative fraction, but read ii different measures, is called a(a) plain scale(b) diagonal scale(c) shrunk scale(d) comparative scale.The true or geographical meridians through the various stations (rt) are parallel(b) converge to the poles(c) converge from the north pole to

south pole(d) converge from the south pole to

north pole.In order to measure a horizontal


angle more accurately than a vernier, a(a) method of repitition is used(b) method of reiteration is used(c) method of deflection angles is

used(d) method of double observations

is used.7.79. A line normal to the plumb line at

all point is known as(a) horizontal line(b) vertical line(c) level line(d) line of collimation.

7.80. The line joining the points having the same elevation above the datum surface, is called a(a) contour surface(b) contour line(c) contour interval(d) contour gradient.

7.SI. Collination method is used in(a) profile levelling(b) differential levelling(c) check levelling(d) both (a) and (b).

* ?2. The operation of turning the table so that all the lines on the paper are parallel to the correspond lilies on the ground is called(a) levelling (b) centering(c) setting (d) orientation.

'.S3. The angle between the back tangent and forward tangent of a curve is called(a) deflection angle(b) central angle(c) angle of intersection(d) none of the above.

~ '4 . When the length of a chord is less than the peg interval, it is known as(a) small chord(b) short chord

(c) sub-chord (d) normal chord.7.85. The perpendicular offset from a

tangent to the junction of transition curve and circular curve is equal to(a) L/6 R (b) L/24 R(c) L2/6 R (d) L2/24 R.

where, L = Length of transition curve, andR = Radius of the circular curve.

7.86. The shift of a curve is ............. theperpendicular offset from a tangent to the junction of transition curve and circular curve(a) one-half (b) one-third(c) one-fourth (d) one-sixth.

7.87. The additive constant for the tacheometer is(a)f/i (b) i/f(c) f /d (d) f + d .

7.88. The m ethod of plane tabling commonly used for establishing the instrument stations only, is a(a) method of radiation(b) method of intersection(c) method of traversing(d) method of resection.

7.89. The value of additive constant for the tacheometer varies from(a) 0 to 15 cm (ib) 15 to 30 cm(c) 30 to 45 cm(d) 45 to 60 cm.

7.90. An imaginary line tangential to the longitudial curve of the bubble tube at its middle point is called(a) axis of telescope(b) axis of level tube(c) level line(d) line of collimation.

7.91. When the centres of the arcs lie on the opposite side of the common

7.70

7.92.

7.93.

7.94.

7.95.

□ □ Civil Engineering (Objective Type)

tangent at the junction of the two curves, it is known as a(a) simple curve(b) vertical curve(c) compound curve(d) reverse curve.The method of levelling in which the heights of mountains are found by observing the temperature at which water boils is known as(a) barometric levelling (.b) reciprocal levelling(c) hypometry(d) check levelling.In measuring horizontal angles, the theodolite should be turned(a) clockw ise from the forward

station to the back station(b) clockwise from the back station

to the forward station(c) anti-clockwise from the forward

station to the back station(d) anti-clockwise from the back

station to the forward station.Measurements taken with a wrong scale can be corrected by using the relation, . _ . Correct scale(fl) True length = — ----------- — x

Wrong scale

measured length

f Correct scale A Wrong scale

measured length/ \3Correct scale

(b) True length =

(c) True length = ^Wrongscale

measured length(d) None of the above.When the length of a chain along a

7.96.

7.97.

7.98.

7.99.

slope of 0 is (/), the correction i slope required is

(a) I sin2 (b) /cos —

(d) 1 2—cos2 !)•

The obstacle, w hich obstn chaining but not vision, is a (fl) river (b) pond(c) hill (d) both (fl) and

When the whole circle bearing erf a j traverse line is between 90° and 180°, then(fl) the latitude is positive and

departure is negative(b) the departure is positive ani

latitude is negative(c) both the latitude and depa

are positive(d) both the latitude and depar

are negative.The distance between the midpoint of the long chord and the mid-point of the curve, is equal to (fl) R (1 - sin <)))(b) R (1 - cos (j))

m R fl(c) R 1 (,d)

The plane table surveying is(a) m ost suitable for preparing

small-scale maps(b) particularly advantageous in

magnetic areas(c) less costly than a theodolite

survey(d) all of the above.

7.100. An arbitrary surface with reference to which the elevation of points are measured and compared, is called (fl) datum surface(b) level surface


(c) horizontal surface(d) vertical surface.

".101. In any close traverse if the survey work is correct then (a) the algebric sum of latitudes

should be equal to zero (ib) the algebric sum of departures

should be equal to zero(c) the sum of nothings should be

equal to the sum of southings(d) all of the above.

".102. When a tape of length (L) and weight (W) kg/m is stretched at ends with a pull (P) kg, then the correction for sag required is

WL(a)

(c)

24P

W3L3

24 P3

(b)

(d)

W2L2

24P2

W4L4

24P47.103. The angle of field of the telescope

(a) is independent of the size of the object glass

(b) increases as the size of the eye piece increases

(c) decreases as the distance between eye-piece and object increases

(d) all of the above.“.104. The polar equation for a lemniscate

curve is

(a) I = W sina (b) I - kyjsin2 a

(c) 1 - k-Jcos a (d) l = k s cos2 a where a = polar deflection angle of any point on the lemniscate curve.

".105. To the sum of the first and the last ordinates, add twice the sum of the intermediate ordinates. The total sum thus obtained is multiplied by the common distance between the ordinates. One-half of this product

gives the required area. This rule of finding the area is failed(a) mid-ordinate rule(b) trapezoidal rule(c) average ordinate rule (id) Simpson's rule.

7.106. To the sum of the first and last ordinates, add twice the sum of the remaining odd ordinates and four times the sum of all the even ordinates. The total sum thus obtained is multiplied by one-third of the common distance between the ordinates and the result gives the required area. This rule of finding the area is called(a) mid ordinate rule (.b) trapezoidal rule(c) average ordinate rule(d) Simpson's rule.

7.107. Check lines (or proof lines) in chain surveying are essentially required (a) to plot the chain lines(.b) to plot the offsets(c) to indicate the accuracy of the

survey work(d) to increase the out-turn.

7.108. The most reliable method of plotting a theodolite traverse is(a) by consecutive co-ordinates of

each station(b) by independent co-ordinates of

each station(c) by plotting included angles and

sealing off each traverse(d) by the tangent method of

plotting.7.109. To orient a plane table at a point

with two inaccessible points, the method generally adopted is(a) intersection


(b) resection(c) radiation(d) two point problem.

7.110. On a diagonal scale it is possible to head up to(a) one dimension(b) two dimensions(c) three dimensions(d) four dimensions.

7.111. Pantagraph is vised for(a) measuring distances(b) measuring areas(c) enlarging or reducing plans(d) setting out right angles.

7.112. The survey which are made to fix the property lines, the calculation of land area or the transfer of land property from one owner to another is known as(fl) cadestral survey(b) geodetic survey(c) municipality survey(d) property survey.

7.113. Odometer gives(a) the number of revolutions(b) the number of revolutions per

minute(c) the number revolutions per hour(d) variations in the number of

revolutions.7.114. The difference between the actual

length of air arc and its subtended chord on the earth surface for a distance of 18.2 km is(fl) 1 mm (b) 10 mm(c) 1 0 0 mm (d) 1 0 0 0 mm.

7.115. In centesim al system, 1 circum ference is equal to(fl) 360° (b) 180°(c) 400 grades (d) 24 units.

7.116. A passometer

(fl) indicates the velocity of sur\\(b) rate of movement(c) length of a line(d) number of paces covered.

7.117. A line w hich jo ints subsidiar stations on the main line is kno^i as(a) clock line (b) base line(c) tie line {d) boundary line.

7.118. A field was surveyed by a chain and the area was found to be 127.341 acres. If the chain used was 0-Si percent too long, the correct area erf the field is(a) 129.34 acres(b)128.34 acres(c) 126.34 acres(d) 125.34 acres.

7.119. True meridians(fl) are always parallel at all place?(b) are parallel at the equator(c) are parallel only at poles(d) converge near the equator.

7.120. The lines of force of earth's magnetic field are parallel to the earth's surface(fl) near the poles(b) at right angles to the poles(c) at 45° to the line joining poles (,d) near the equator.

7.121. Two points A and B are 1530 m apart across a w ide river. The following reciprocal levels are taken with one levelLevel Readings on

A BA 2.165 3.810B 0.910 2.355

The true difference in level between A and B would be (fl) 1.255 m (b) 1.455 m(c) 1.545 m (d) 1.645 m.


rvevor

Lidiarvonown

• line, in and 127.34 as O.S irea of

places

n.ignetK arth 5

ESr

?30 rr . The •taker

7.122. A closed contour lines are equally spaced, they indicate(a) steep slope(b) depression(c) plain ground(d) uniform slope.

".123. A closed contour line with one or more lower value contour inside indicates(a) A depression(b) A hillock(c) A cave(d) A cliff.

".124. The limit of water level in a still lake represents a(a) contour gradient(b) level surface(c) contour line(d) horizontal surface.

“.125. A geodim eter is used for the measurement of (a) a distances (b) angles(c) areas (d) volume.

”.126. The number of hectares in a square kilometer is(a) 1 (b) 1 0(c) 1 0 0 (d) 1 0 0 0 .

”.127. A sextant can measure angles upto(a) 60° (b) 90°(c) 1 2 0 ° (d) 180°.

"128. When 'H' is the flight height, 'R' is the radial distance and 'd' is the relief displacement, the vertical height of an object appearing on an aerial photography is equal to(a) R/dH (b) d U /R(c) H /d R (d) RH Id.

".129. An ideal transition curve is(a) Circle (b) Parabola(c) Hyperbola (d) Clothoid spiral.

130. The instrum ent used for the

measurement of area on a contour map, to ascertain the Qapacity of a reservoir, is(a) Balometer (b) Area meter(c) Planimeter (d) Clinometer.

7.131. On a map a series of straight parallel and w idely spaced contours represent(a) an inclined plane surface(b) a curved surface(c) a valley(id) a ridge.

7.132. The direction of steepest slope at a point on a contour is(a) along the contour(b) at 45° to the contour(c) at 90° to the contour(d) at 180° to the contour.

7.133. For a telescope, the absence of spherical aberration is known as(a) ablation(b) achromatism(c) chromitation(d) aplanation.

7.134. Aberrations(a) error in level readings(b) closing error(c) intsrumental errors in levelling(d) optical defects of a lens.

7.135. The length of a line measured with a 2 0 metre chain was found to be 250 meters. If the chain was 10 cm too long, the true length of the line would be(a) 248.75 m (b) 259.345 m(c) 251.25 m (d) 250.625 m.

7.136. When n number of observations are recorded, the accidental errors are proportional to(a) n (b) n2(c) r r1 (d) n1/2.


7.137. The degree of perfection used in instruments, the methods and the observations, is known as(a) precision (b) accuracy(c) lest count (d) efficiency.

7.138. The maximum allowable limit that a measurement may vary from the true value is called(fl) permissible error(b) expected error(c) range of error(d) least error.

7.139. The distance between two points measured along a slope is 428 m. If the difference in level is 62 m, the horizontal distance between the points is(a) 427 m (b) 424.8 m(c) 423.5 m (d) 420.8 m.

7.140. The vertical angle betw een thehorizontal axis of a magnetic needle (free from attractive forces) and the horizontal line at the point is called (fl) bearing (b) dip(c) azimuth (d) inclination.

7.141. At a place near 70° North latitude and 96° West latitude, the dip angle is(fl) zero (b) 2 2 1 /2 °(c) 45° (rf) 90°.

7.142. The daily variation in magnetic declination is known as(fl) diurnal variation(b) solar variation(c) secular variation(d) irregular variation.

7.143. The angle betw een the true meridian and magnetic meridian at the time of observation is known as (fl) orientation(b) magnetic declination

(c) magnetic bearing(d) dip.

7.144. According to Bowditch rule, correction to latitude (or depa ' of any side is equal to

length of the side ^ perimeter of traverse(b) total error in latitude

length of the side x perimeter of traverse

^ total error in latitudeperimeter of traverse

(d) total error in latitudex perimeter of traverse

length of that side

7.145. Method of contouring suitable for i hilly terrain is(fl) direct method (,b) square method(c) cross-sections method(d) tacheometric method.

7.146. 'Cross-section' and Tongitudma_ sectioning' is usually involved in(a) check levelling(b) differential levelling(c) simple levelling(d) profile levelling.

7.147. Which of the following obstacle?obstructs chaining but not ranging' (fl) Building (b) Hillock(c) Lake (d) Railway track.

7.148. Which of the following error is only partly elim inated in reciprocal levelling?(fl) Collimation error(b) Curvature error(c) Refraction error(d) All of the above.

7.149. The ratio of solar tidal force to lunar tidal force is (a) 2/5 (b) 1/2(c) 1/3 (rf) 1/4.

".150. International data line is located along(a) standard meridian (,b) equator(c) 180° latitude(d) Greenwitch meridian.

*.151. In case the plane table is not correctly oriented, the resectors will(a) meet at a point(b) be divergent(c) form a triangle of error(d) none of the above.

‘ 152. Mean specific gravity of earth is taken as(a) 7.725 (b) 6.999(c) 5.527 (d) 3.333.

".153. In case of a truly verticalphotograph, which of the following points coincide ?

I. Principal point II. Isocentre

III. Plumb point(a) I and II only(b) II and III only(c) I and III only(d) I, II and III.

"154. An aerial photograph can be considered as(a) central projection(b) orthogonal projection(c) parallel projection(d) oblique projection.

*155. The magnetic lines of force due to earth are parallel to the surface near(a) poles(b) equator(c) magnetic poles(d) Greenwitch.


7.156. The subdued light that separates night from day is termed as(a) Threshold light(b) Transition light(c) Twilight(d) Change over light.

7.157. Which of the following method of surveying involves measurement of distances by computations?(a) Plane tabling(b) Dumpy level surveying(c) Optical theodolite surveying(d) Tacheometric surveying.

7.158. The failure of the photograph to stay on the predetermined flight line is known as(a) shift (b) slide(c) Inclination (d) drift.

7.159. The ellipticity of earth is(a) 1/500 (b) 1/313(c) 1/279 (d) 1/257.

7.160. The standard meridian of India is

(a) 15° (b) 82^°

(c) 1 2 0 ° (d) 67^°7.161. The great circle passing through the

zenith, nadir and the poles, is known as(a) altitude(b) meridian(c) celestial altitude(d) celestial meridian.

7.162. The ratio of diameter of the sun to diameter of the earth is(a) 60 (b) 77(c) 89 (rf) 109.

7.163. When a star or other heavenly body crosses the observer's meridian, it is said to(a) culminate (b) transit(c) cross over (d) (b) and (c).


7.164. In case of heavenly bodies the angle between the observer's meridian and the vertical circle passing through the body is known as(a) declination(b) polar distance(c) azimuth(d) celestial longitude.

7.165. The measurement of depth below water surface is called(fl) depression(b) sounding(c) negative elevation(d) footing.

7.166. An error that always follows some definite mathematical or physical law is known as(a) systematic error(b) detectable error(c) mathematical error(d) cumulative error.

7.167. Reduced level of B.M. is(a) independent quantity(b) reduced quantity(c) dependent quantity(d) conditional quantity.

7.168. Contour lines of different elevations can intersect only in case of(a) Valley (b) Rivers(c) Cave (d) Ridge.

7.169. The difference between the most probable value of a quantity and its observed value is linear as(a) observed error(b) residual error(c) experimental error(d) true error.

/.170. Contour lines of different elevation can unite to form one line only in the case of (fl) vertical cliff

(b) plane ground(c) valley(d) cave.

7.171. A curve between size of'error anc number of errors, is known as(fl) probability error(b) histogram(c) error curve(d) polygraph.

7.172. The interval of 24 50.5 between &ej successive transists of moon over* ! meridian is called(fl) tidal frequency(b) tidal amplitude(c) tide interval(d) tidal day.

7.173. The time interval that elapses between the moon's transit and the occurrence of the next high water; is called(fl) priming of tide(b) lagging of tide(c) secondary interval(d) lunitidal interval.

7.174. Tellurometer is an instrument usei for the measurement of(fl) time (b) distance(c) angle (d) elevation.

7.175. Planimeter is used for measuring (fl) volume(b) area(c) contour gradient(d) slope angle.

7.176. The contour interval is kept inversely proportional to(a) time and expense of fieldwork(b) steepness of configuration of the

area(c) scale of the map(d) all of the above.

7.177. During secular variation of


tm vest'

fieidws

i don

m agnetic m eridian at different places{a) range of oscillations is constant(b) period of oscillations is constant(c) range and period of oscillation

both varies(d) period of oscillation only varies.

7.178. It is more difficult to obtain goodresults while measuring horizontal distance by stepping (a) up-hill (,b) down-hill(c) in low undulations(d) in plane areas.

“.179. If 50 m point of a 100 m tape is 50 cm off line, and 50 m sections are straight, an error is generated equal to

1 1(«)

(c)

10,0001

20,000

(b)

(d)

15,000

1

7.183. While setting a plane table at a station it was found that the error in centering was 30 cm away from the ray of length 40 m drawn from the station. If the scale q|. the plane is 1 cm = 2 cm, the displacement of the end of the ray in plan from the true position will be(a) 0.02 cm (b) 0.15 cm(c) 0 .2 cm (d) 0.1 cm.

7.184. A tape of length I and weight W kg/ m is suspended at its ends with a pull of P kg, the sag correction is

(a)

(c)

Z3W2

24P2

/2W2

(b)

(d)

I2 W3

24P2

M 2

25,000".180. The ratio of the angles subtended at

the eye, by the virtual image and the object, is known as telescope's(a) resolving power(b) brightness(c) field of view(d) magnification.

”.181. A relatively fixed point of known elevation above datum, is called(a) bench mark(b) datum point(c) reduced level(d) reference point.

“.182. The radius of simple circular curve is 300 m and length of its specified chord is 30 m. The degree of the curve is(a) 5.73° (b) 5.37°(c) 3.57° (d) 3.75°.

24P3 24P7.185. The sensitiveness of a level tube

decreases if(a) a radius of curvature of its inner

surface is increased(b) diameter of the tube is increased(c) length of the vapour bubble is

increased(rf)both v iscosity and surface

tension are increased.7.186. The co-ordinate of a point measured

perpendicular to the parallel is called(a) total latitude(b) meridian distance(c) total departure(d) consecutive co-ordinate.

7.187. Accidental or compensating errors of length L are proportional to(a) L (b) VL

(c) 3VL (d)

7.188. An internal focussing type surveying


telescope, may be focussed by the movement of(a) objective glass of the telescope(b) convex-lens in the telescope(c) concave lens in the telescope(d) plano-convex lens in the

telescope.7.189. Shift of a curve, is

(a)

(c)

6 R

24R

(b) 24 R

< * > £ •7.190. Hydrographic surveys deal with the

mapping of(a) large water bodies(b) heavenly bodies(c) mountaneous region (,d) canal system

7.191. The m ethod of finding out the difference in elevation the between two points for eliminating the effect of curvature and refraction, is(a) reciprocal levelling(b) precise levelling(c) differential levelling(d) flying levelling.

7.192. The correction to be applied to each 30 metre chain length along 0° slope, is(a) 30 (sec 0 - 1 ) metre(b) 30 (sin 0 - 1 ) metre(c) 30 (cos 0 - 1 ) metre(d) 30 (tan 0 - 1 ) metre.

7.193. Perpendicularity of an offset may be judged by eye, if the length of the offset is(a) 5 m (b) 10 m(c) 15 m (d) 20 m.

7.1941 The operation of resection involves the following steps

1 . rough orientation of the plane table

2 . the three lines from a tnar_D error

3. drawing lines back throuer three control points

4. select a point in the triar.pn error such that each r ;r equally rotated either cl or anti-clockwise

5. The points obtained by r rays is the correct locatior.

The correct sequence is (a) 1, 3, 2, 4, 5 (b) 1, 2, 3, 4, ? (c) 1, 4, 3, 2, 5(d) 1, 3, 2, 4, 5

7.195. Correction per chain length or links along a slope having a risa 1 unit in a horizontal units, is

100(a)v ' n*

100(c) 3~v / nJ

(b) 1 0 0 n2

I j\ 100 (d)

7.196. The surface of zero elevation arotnjl the earth, which is slightly irregiiaej and curved, is known as(a) mean sea level(b) geoid surface(c) level surface (rf) horizontal surface.

7.197. The operation of revolving a plane table about its vertical axis so that all lines on the sheet become paratki I to corresponding lines on the] ground is known as(a) levelling (b) centering (c) orientation (d) setting.

7.198. If a 30m chain diverges through 2 ] perpendicular distance d from its correct alignm ent, the error in length is

r \ dl 60 m

(c) 40m

(b)

(d)

d230d_30

m

m.

Su rv ey in g C JO 7 .7 9

7.199. WYien the bubble of the level tube of a level remains central (ia) line of sight is horizontal(b) axis of the telescope is horizontal(c) line of collimation is horizontal(d) geometrical axis of the telescope

is horizontal.".2 0 0 . The orthographical projection of a

traverse leg upon the reference meridian, is known as (ia) departure of the leg(b) latitude to the leg(c) co-ordinate of the leg(d) bearing of the leg.

" .2 0 1 . Bergchrund is a topographical feature in(a) plains (b) water bodies(c) hills (d) glaciated region.

" 202. If A is the angle of deflection of a simple curve of radius R, the length of the curve is. , uRA „, tiRA(«)

(c)

90° 7t RA270°

(b)

(d)

180°xRA360°

r.203 .

’204.

' i : 5.

In reciprocal levelling the error which is not completely eliminated is due to(a) earth's curvature(b) non-adjustm ent of line of

collimation(c) refraction(d) non-adjustment of the bubble

tube.A well conditional triangle has noangle less than(a) 20° (b) 30°(c) 45° (d) 60°.

The difference in the length of an arc and its subtended chord on the earth surface for a distance of 18.2 km is only

(a) 1 cm (Jo) 5 cm(c) 10 cm (d) 1 0 0 cm.

7.206. For taking offset with an optical square on the right hand side of the chain line, it is held(a) by right hand upside down(b) by left hand upright(c) by right hand upright(d) by left hand upside down.

7.207. Cross hairs in surveying telescopes, are fitted(a) in the objective glass(b) at the centre of the telescope(c) at the optical centre of the eye

piece(d) in front of the eye-piece.

7.208. Match List I with List II and select a correct answer by using the codes given below in the lists

List I List II(Lens) (Position o f optical

centre)A. Double corner

and double concave lenses

B. Plano-convex and planoconcave lenses

1. within the thickness of lense

2. outside the lens on the same side as the surface of smaller radius

C. Menicus lenses 3. situated onthe curved surface

CodesA B C

(a) 3 2 1(b) 1 2 3(c) 2 3 1(d) 1 3 2

7.209. Match List I with List II and select a cori’ect answer by using the codes given below in the lists

List I List II(Direction) (Azimuth)A. East 1. 90°B. North 2. 180°


C. West 3. 270°D. South 4. 360°

Codes :A B C D

(«) 4 3 2 1

(b) 1 2 3 4(c) 1 4 3 2(d) 4 1 3 2

7.210. Match List I with List II and select a correct answer by using the codesgiven below in the lists

List I List IIA. Ranging 1. For setting out appro

poles ximate right anglesB. Cross staff 2. For making the ends

of full chain lengthsC. Arrows 3. For setting out accu

rate right anglesD. Optical 4. For ranging of the

squares survey linesCodes :

A B C D(«) 1 2 3 4(b) 4 1 2 3(c) 4 3 1 2(d) 2 4 1 3

7.211. Match list I with List II and select a correct answer by using the codes given below :

L is t I L is t IIA. Level line 1. the plane normal to

the direction of gravity at all points

B. Horizontal 2. the surface whose allline points are normal to

the direction of gravityC. Level 3. in line which is

surface normal to the direction o f gravity at all points

D. Horizontal 4. the plane normal tosurface the direction of grav

ity at the point

Codes :A B C D

(a) 1 2 3 4(b) 2 3 4 1

(c) 3 1 2 4id) 4 2 3 1

7.212. Match List I with List II and ~ a correct answer by using the given below in the lists

List I List IIA. steep 1. uniform di

ground between cB. flat 2. contours w

ground separatedC. uniform 3. equally

ground parallel conD. plane 4. contours seen

surface close togetherCodes :

A B C D(fl) 1 2 3 4(b) 4 2 1 3(c) 3 1 2 4(d) 2 3 4 1

The following 12 items, consist of statements one labelled the 'Asser.A' and other labelled the 'Reason Kl You are to examine these t statements and decide if the 'Assert- A' and the 'Reason R' are indiv idual true and if so, ivhether the Reason is * correct explanation o f the Assertion. Select your answers to these items ̂using the codes given belozo and mark your answer sheet accordingly

Codes :(a) Both A and R are true and R 15

the correct explanation o f A.(b) Both A and R are true but R is

not a correct explanation of A.(c) A is true R is false.(d) A is false but R is true.


II and selec ng the code- >t IIorm distart*- . een contra^ ours widefc iratedilly spacerDel contocr? ours seer ! together

7.213. Assertion : The staff should to held truly vertical.Reason : If the staff is held off the plumb, the reading will be too great.

7.214. Assertion : The refined ranging in chaining is necessary if offsetting is to be done.Reason : The offsets are put in error by the full amount of divergence.

7.215. Assertion : The working from the whole to the part presents the accumulation of error.Reason : The error tends to magnify itself very quickly.

7.216. Assertion : The component rays of a beam proceeding from a point on the principal axis are not refracted to pass through a single point. Reason : They are focussed differently according to their positions of incidence on the lens.

‘ .217. Assertion : The change of zero is neither possible or feasible.Reasons : The vertical angles are influenced by atm ospheric refraction, the effects of which are somewhat irregular.

".218. Assertion: The amount and direction of the declination is different at different parts of the earth's surface Reason : In some places the needle points west, and in others, east of true north.

“.219. Assertion : The most convenient and sensitive device for determining the

position of a horizontal and vertical plane is the bubble tube.Reason : The action of bubble tubes depends on the fact that the free surface of still liquid is a level surface.

7.220. Assertion : An optical component known as parallel plate is widely used in surveying instruments. Reason : This displaces a beam of light w ithout changing each direction as there is no effect of colour dispersion.

7.221. Assertion : If an area has more than three straight boundaries, it is not sufficient to measure the sides only. Reason : An Infinite number of figures can be drawn satisfying the data.

7.222. Assertion : The level surface is not plane, nor has it a regular form. Reason : The local deviation of the plumb line is caused due to irregular distribution of the mass of the earth's crust.

7.223. Assertion: While making adjustment of the survey instrum ents, they should be placed on firm ground Reason : Instability of the instrument makes it im possible to adjust it satisfactorily.

7.224. Assertion : The height of instrument is open to objection.Reason : A mistake in intermediate reduction may pass unnoticed.

ANSWERS

" .1 . (c) 7.2. (c) 7.3. (c) 7.4. («) 7.5. (d) 7.6. (c) 7.7. (d)

*.8 . («) 7.9. (C) 7.10. (b) 7.11. (d) 7.12. (a) 7.13. {a) 7.14. (b).15. (b) 7.16. (d) 17.7. (d) 7.18. (b) 7.19. (a) 7.20. («) 7.21. (b)


7.22. (fl) 7.23. (b) 7.24. (d) 7.25. (d) 7.26. (d) 7.27. (b) 7.28. »7.29. (fa) 7.30. (d) 7.31. (d) 7.32. (fa) 7.33. (c) 7.34. (c) 7.35.7.36. (d) 7.37. (d) 7.38. (c) 7.39. (fa) 7.40. (c) 7.41. (d) 7.42. (&>7.43. (d) 7.44. (fl) 7.45. (c) 7.46. (<*) 7.47. (d) 7.48. (d) 7.49. (b)7.50. (d) 7.51. (fl) 7.52. (c) 7.53. (fl) 7.54. (fl) 7.55. (fl) 7.56. W7.57. (b) 7.58. (c) 7.59. (c) 7.60. (fa) 7.61. (d) 7.62. (b) 7.63. W7.64. (b) 7.65. (?) 7.66. (fa) 7.67. (d) 7.68. (fl) 7.69. (b) 7.70. (fl)7.71. (fl) 7.72. (b) 7.73. (c) 7.74. (d) 7.75. (c) 7.76. (d) 7.77. (b)7.78. (fl) 7.79. (c) 7.80. (fa) 7.81. (fl) 7.82. (d) 7.83. (cj 7.84. (c)7.85. (c) 7.86. (C) 7.87. (d) 7.88. id) 7.89. (c) 7.90. (b) 7.91. (d>7.92. (c) 7.93. (fa) 7.94. (d) 7.95. (c) 7.96. (rf) 7.97. (b) 7.98. (d)7.99. (d) 7.100. (fl) 7.101. (d) 7.102. (fa) 7.103. (d) 7.104. (b) 7.105. (b)

7.106. (d) 7.107. (c) 7.108. (fa) 7.109. (d) 7.110. (c) 7.111. (c) 7.112. (a)7.113. (fl) 7.114. (fa) 7.115. (c) 7.116. (d) 7.117. (c) 7.118. (fl) 7.119. (b)7.120. (d) 7.121. (c) 7.122. (d) 7.123. (fl) 7.124. (c) 7.125. (fl) 7.126. (c)7.127. (c) 7.128. (fa) 7.129. id) 7.130. (c) 7.131. (fl) 7.132. (c) 7.133. (d)7.134. (d) 7.135. (c) 7.136. (d) 7.137. (fl) 7.138. (fl) 7.139. (c) 7.140. (fa)7.141. (d) 7.142. (fl) 7.143. (fa) 7.144. (fa) 7.145. (d) 7.146. (d) 7.147. (c)7.148. (c) 7.149. (fa) 7.150. (c) 7.151. (c) 7.152. (c) 7.153. (d)7.154. (fl)7.155. (b) 7.156. (C) 7.157. id) 7.158. (d) 7.159. (c) 7.160. (b) 7.161. (fa)7.162. (c) 7.163. (d) 7.164. (c) 7.165. (fa) 7.166. (fl) 7.167. (fl) 7.168. (C)7.169. (b) 7.170. (fl) 7.171. (fl) 7.172. (d) 7.173. (d) 7.174. (b) 7.175. (fa)7.176. (fa) 7.177. (C) 7.178. (fl) 7.179. (c) 7.180. (d) 7.181. (fl) 7.182. (fl)7.183. (fa) 7.184. (fl) 7.185. (d) 7.186. (fl) 7.187. (fa) 7.188. (c) 7.189. (07.190. (fl) 7.191. (fl) 7.192. (fl) 7.193. (c) 7.194. (a) 7.195. (fl) 7.196. (fa)7.197. (c) 7.198. (fl) 7.199. (fl) 7.200. (fa) 7.201. (fa) 7.202. (b) 7.203. (c)

7.204. (b) 7.205. (c) 7.206. (fa) 7.207. (d) 7.208. (d) 7.209. (c) 7.210. (fa)7.211. (c) 7.212. (fa) 7.213. (fl) 7.214. (fl) 7.215. (fl) 7.216. (fl) 7.217. (fl)7.218. (fl) 7.219. (fl) 7.220. (fa) 7.221. (fl) 7.222. (fl) 7.223. (fl) 7.224. (fl)

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Surveying