O b j ec t i v e T y p e Q u es t i o n s 7.1.
The surveying used to determine additional details such as ' boundaries bound aries of fields, fields, is called 7.8. (a) (a) city surveying (b ) location surveying (c) cadastral surveying (d) (d) topographical surveying. 7.2. 7.2. The instr um en t attach ed to to the wheel of a vehicle in order to measure the distance travelled is called (a) passometer (b) (b) pedometer 7.9. (c) odometer (d) (d) speedometer. ".3. The limiting length of the offset is .... when its perpendicular direction is set out by an eye (b ) 10 10 m (a) 5 m (c) 15 m (d ) 20 m. ".4. If the for eb ea ring of a line is is 7.10. N 26°35' W, its back bearing will be (rt) S 26° 35' E (b) (b) S 26° 35' W (c) N 26° 35' E (d) (d) N 53° 25' W. ~.5. .5. If the forebearing forebe aring of a line is 36°15', the back bearing will be 7.11 (rt) 36° 15' (b) (b) 126° 15' (c) (c) 146° 45' (d ) 216° 15'. ~.6. In the surve ying telescop es, cross hairs are fitted in (a) (a) centre of the telescope 7.12 (b) (b) optical centre of the eyepipes (c) front of the eyepiece (ri) front of the objective. The power of a telescope to form distinguishable images of objects 7 1 3 separated by small angular distance is called its
(a) (a) defination (b) (b) brightness (c) sensitivity (d) (d) resolving power. The height of instrument is equal to {a) {a) reduced level of bench mark + back sight (b) reduced leve l 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) (a) vertical equivalent (b) b) horizontal equivalent (c) c) contour interval (d) (d) contour gradient. The curve used for ideal transition curve is a (fl) cubic parabola (b) clotroid spiral (c) cubic spiral (d) lemniscate. (d) lemniscate. The principal of tacheometry is used (a) (a) for locating contours (b) (b) on hydrographic survey (c ) for filling in detail in topographic surveys (d) (d) all of the above. In a well conditioned triangle no angle should be less than (a) 30° (b) (b) 40° 40 ° (c) 50° 50 ° (d) 60°. 60° . The error in measurement length due to incorrect holding of chain is (a) compensating error
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Civil Engineering (Objective Type)
(b) cumulative error (c) instrumental error (d) negative error. error. 7.21. The optical square is used to measure angles by (a) refraction (b) reflection (c) double refraction (d ) double reflection. The angle betwe en the reflecting 7.22. surfaces of a prism square is (fl) 30° 45 ° (b) 45° (c) 60° (d) 75°. The horizontal angle between the true meridian and magnetic 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 hal f 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° 90 ° (c) 120° (d) 150°. The difference in length between the ^ arc and the subtended chord on the surface of the earth for a distance of 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 spacin s pacing g o f cross-se ctions =■ hilly country is usually (b) 10 m (a) 5 m (c) 15 m (d) 20 m. An imaginary line joining the of intersection of the cross-hairs of 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 i
Surveying
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(b) real and inverted (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 (b) departure of the line (c) bearing of the line (d) co-ordinate of the line. In plane table survey, the instrument used to measure horizontal and vertical distance 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. (b) 20 m (a) 15 m (c) 25 m (d) 30 m. A reverse curve consists of (a) a sin gle curv e of a circ le connecting to straights (b) two arcs of d ifferen t radii bending in the same direction (c) two arcs of equal radii bending in the same direction (d) two arcs of equal or different radii bending in the opposite direction. The amount of super-elevation on railways is equal to {n)gv2/G R (b) Gv2/gR (c) GR/gy2 (d) gR/Gv2 where, G = Distance between the centres of the rails in metres, R = Radius of the curve in metres, and v = Speed of the vehicle in m/sec.
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7.33. In the above question, the expression v2/gR is Called {a) radial acceleration (b) centrifugal force (c) centrifugal ratio (d) super elevation. 7.34. 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. 7 .3 5 . In order to determine the natural features such as val leys, rivers, lakes etc., the surveying preferred is (a) city surveying (b) location surveying (c) cadastral surveying (d) topographical surveying. 7.36. 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. 7.37. 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. 7.38. In surveying telescope, diaphragm is held (rt) inside the eyepiece (b) inside the objective (c) nearer to the eyepiece (d) nearer to the objective. 7 .3 9 . Chain surveying consists of the arrangement of framework of triangles because a triangle is the
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Civil Engineering (Objective Type)
only simple plane figure which can be plotted uniquely if of the triangle 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)h2/2l (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 ° and1 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 .....
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(c) bench mark (d) datum. Contour lines cross ridge or val lines at (a) 30° (b) 45° M (c) 60° (d) 90°. The length of peg interval for fl curves is (a) 15 m (b) 20 m (t) 25 m (d) 30 m. A curve of varying radius is knt as (a) simple curve (b) compound curve (c) reverse curve (d) transition curve. 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. The magnetic bearing of a line 55° 30' and the magne' declination is 4°30' west. The bearing of a line will be (b) 34°30 ' (a) 30° (c) 49° (d) 51°. At the equator the amount of dip (a) 0° (b) 45 ° (c) 60° (d) 90°. In route surveys, the most suitab method of contouring is (a) by squares (b) by radial lines (c) by cross-sections (d) by tacheometer.
Surveying
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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 7.62. (b) magnetic error (c) compensating error (d) instrumental error. The deflection angle may be directly obtained by setting the instrument to 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.
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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
T T ■ ■ / \ (a)
(b)
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°Vn (d) 1 ' V n . where N = Number of angles. When the cross-hairs are not clearly visible
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Civil Engineering (Obje'ctive Type)
(a) the cros s-ha irs should be adjusted (b) the eye-piece should be focussed (c) the objective should be focussed 7.72. (d) the parallex should be removed. 7.67. When the image formed by the objective is not situated in the plane of cross-hairs ( a) t h e c r o s s - h a i r s s h o u l d 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. 7.68. The magnetic bearing of a line is S 35° 30' E and the m agn etic 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. 7.69. 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 (a) — x measured length l-i L' (b) — x measured length
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(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 (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
(b) second quadrant (c) third quadrant (d) fourth quadrant. In levelling, the correction curvature (in metres) is equal to (fl) 0.00785 D 2 (b) 0.0785 D 2 (c) 0.0112 D 2 (d) 0.0673 D2. where, D = Distance from the to the st af f reading in kilometres The total length o f the curve is to (a) n R (j)
(b)
7tR(| )
90 71R§ nR<\> (d) (c) 180 360 ' where R = Radius of the curve, (j) = Deflection angle. The shift of a curve is equal to (a)L/ 6 R L/24R (b) (c) L2 /6 R (d) L2/24R The length of a long chord is equit to (a) R sin
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A scale which 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. 7.77. 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. 7.78. In order to measure a horizontal
Surveying
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angle more accu rately 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. 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. 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. Collination method is used in (a) profile levelling (b) differential levelling (c) check levelling (d) both (a) and (b). 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. 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. When the length of a chord is less than the peg interval, it is known as (a) small chord(b) short chord
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(c) sub-chord (d) normal chord. The perpen dicular offset from a tangent to the junction of transition curve and circular curve is equal to (a) L/ 6 R (b) L/24 R (d) L2/24 R. (c) L 2 /6 R where, L = Length of transition curve, and R = Radius of the circular curve. The shift of a curve is the perpendicular 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. The add itive constan t for the tacheometer is (a)f/i (b) i/f (c) f/d (d) f + d . The method 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. 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. 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. When the centres of the arcs lie on the opposite side of the common .............
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□□ 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 forw ard 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 (b) True length =
f Correct scale A Wrong scale measured length
/ \3 Correct scale (c) True length = ^ Wrongscale
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measured length (d) None of the above. When the length of a chain along a
slope of 0 is (/), the correction i slope required is (a) I sin 2
(b) /cos — 1 2 (d) —cos 2
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!) • The obstacle, which obstn chaining but not vision, is a (fl) river (b) pond (c) hill (d) both (fl) and When the who le circle bearing erf a j traverse line is between 90° and 180°, then (fl) the latitu de is p ositi ve 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))
(c) R 7.99.
1
m R fl (,d)
The plane table surveying is (a ) most suitable for preparing small-scale maps (b) particularly advantageous in magnetic areas (c) less costly than a theod olite 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
Surveying
(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 (a)
WL 24P
(b)
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W2L2 24P2
W 3L3 W 4L4 (d) 24 P3 24P4 7.103. 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) dec rea ses as the dista nce between eye-piece and object increases (d) all of the above. “.104. The polar equation for a lemniscate curve is (c)
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(a) I = W sina (b ) I - kyjsin2 a
(c) 1 - k-J c os 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
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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. 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. 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. 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 tange nt method of plotting. To orient a plane table at a point with two inaccessible points, the method generally adopted is (a) intersection
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Civil Engineering (Objective Type)
(b) resection (c) radiation (d) two point problem. On a diagonal scale it is possible to head up to (a) one dimension (b) two dimensions (c) three dimensions (d) four dimensions. Pantagra ph is vised for (a) measuring distances (b) measuring areas (c) enlarging or reducing plans (d) setting out right angles. The survey whic h 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. Odometer gives (a) the number of revolutions (b) the number of revolutions per minute (c) the number revolutions per hour (d) va riations in the number of revolutions. 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. In centesimal system, 1 circum ference is equal to (fl) 360° (b) 180° (c) 400 grades(d) 24 units. A passometer
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(fl) indicates the velocity of sur\\ (b) rate of movement (c) length of a line (d) number of paces covered. A line which joints subsidiar stations on the main line is kno^i as (a) clock line (b) base line (c) tie line {d) boundary line. 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. 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. 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. Two points A and B are 1530 m apart across a wide river. The following reciprocal levels are taken with one level Level Readings on A B A 2.165 3.810 B 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.
Surveying
rvevor
L idiarv onown
•line, in and 127.34 as O.S irea of
places
n. ignetK arth 5
ES r ?30 rr . The •taker
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7.122. A closed contour lines are equally measurement of area on a contour spaced, they indicate map, to ascertain the Qapacity of a reservoir, is (a) steep slope (b) depression (a) Balometer (b ) Area meter (c) plain ground (c) Planimeter (d) Clinometer. (d) uniform slope. 7.1 31. On a map a series of straight parallel and widely spaced contours ".123. A closed contour line with one or represent more lower value contour inside (a) an inclined plane surface indicates (a) A depression (b) a curved surface (c) a valley (b) A hillock (id ) a ridge. (c) A cave (d) A cliff. 7.132. The direction of steepest slope at a point on a contour is ".124. The limit of water level in a still lake (a) along the contour represents a (b) at 45° to the contour (a) contour gradient (c) at 90° to the contour (b) level surface (d) at 180° to the contour. (c) contour line 7.133. For a telescope, the absence of (d) horizontal surface. spherical aberration is known as “.125. A geodimeter is used for the (a) ablation measurement of (b) achromatism angles (a) a distances (b) (c) chromitation (d) (c) areas volume. (d) aplanation. ”.126. The numb er of hectare s in a square kilometer is 7.134. Aberrations 10 (a) 1 (b) (a) error in level readings 1000. (d) (c) 1 0 0 (b) closing error ”.127. A sextant can measure angles upto (c) intsrumental errors in levelling (a) 60° (b ) 90° (d) optical defects of a lens. (c) 1 2 0 ° 180°. 7.135 . The length of a line measured with (d) a 2 0 metre chain was found to be "1 28 . When 'H' is the flight height, 'R' is 250 meters. If the chain was 10 cm the radial distance and 'd' is the relief too long, the true length of the line displacement, the vertical height of would be an object appearing on an aerial photography is equal to (a) 248.75 m (b) 259.345 m (b) (a) R/ dH dU/R (c) 251.2 5 m (d) 250.625 m. (c) H/dR (d) RH Id . 7.136. When n number of observations are recorded, the accidental errors are ".129. An ideal transition curve is proportional to (b ) Parabola (a) Circle (a) n (b) n2 (c) Hyperbola (d) Clothoid spiral. (c) r r 1 (d ) n1/2. 130. The ins trum en t used for the
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Civil Engineering (Objective Type)
(c) magnetic bearing 7.137. The degree of perfection used in instruments, the methods and the (d) dip. observations, is known as 7.144. According to Bowditch rule, (a) precision (b ) accuracy correction to latitude (or depa ' of any side is equal to (c) lest count (d) efficiency. 7.138 . The maximum allowable limit that length of the side a measurement may vary from the ^ perimeter of traverse true value is called (b) total error in latitude (fl) permissible error length of the side (b ) expected error x perimeter of traverse (c) range of error (d) least error. ^ total error in latitude 7.139. The distance between two points perimeter of traverse measured along a slope is 428 m. If (d) total error in latitude the difference in level is 62 m, the x perim eter of traverse horizontal distance between the length of that side points is (a) 427 m (b) 424.8 m 7.14 5. Method of contouring suitable for i (c) 423.5 m (d) 420.8 m. hilly terrain is 7.140. The vertical angle between the (fl) direct method horizontal axis of a magnetic needle (,b) square method (free from attractive forces) and the (c) cross-sections method horizontal line at the point is called (d) tacheometric method. (fl) bearin g (b ) dip 7.146. 'Cross-section' and Tongitudma_ (c) azimuth (d) inclination. sectioning' is usually involved in 7.141 . At a place near 70° North latitude (a) check levelling and 96° West latitude, the dip angle (b) differential levelling is (c) simple levelling (fl) zero (b) 2 2 1 /2 ° (d) profile levelling. (c) 45 ° (rf) 90°. 7.142. The daily variation in magnetic 7.147. Which of the following obstacle? obstructs chaining bu t not ranging' declination is known as (fl) Building (b) Hillock (fl) diurnal variation (d) Railway track. (c) Lake (b) solar variation 7.148. Which of the following error is only (c) secular variation partly eliminated in reciprocal (d) irregular variation. levelling? 7.143. The an gle betw een the true (fl) Collimation error meridian and magnetic meridian at (b) Curvature error the time of observation is known as (c) Refraction error (fl) orientation (d) All of the above. (b) magnetic declination
Surveying
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 (b) 6.999 (a) 7.725 (d) 3.333. (c) 5.527 ".153. In case of a truly ver tical photograph, 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.
□□
7.75
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. 7.15 9. The ellipticity of earth is (a) 1/500 (b) 1/313 (d) 1/257. (c) 1/279 7.16 0. The standard meridian of India is (a) 15°
(b) 82^°
(c) 1 2 0 °
(d) 67^°
7.1 61. 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. 7.16 3. When a star or other heavenly body crosses the observ er's meridian, it is said to (a) culminate (b ) transit (c) cross over (d) (b) and (c).
7.76
□□
Civil Engineering (Objective Type)
(b) plane ground 7.164. In case of heavenly bodies the angle between the observer's meridian (c) valley and the vertical circle passing (d) cave. through the body is known as 7.171 . A curve between size of'error anc (a) declination number of errors, is known as (b) polar distance (fl) probability error (c) azimuth (b) histogram (d) celestial longitude. (c) error curve 7.165. The measurement of depth below (d ) polygraph. water surface is called 7.172 . The interval of 24 50.5 between &e j (fl) depression successive transists of moon over* ! (b) sounding meridian is called (c) negative elevation (fl) tidal frequency (d) footing. (b) tidal amplitude 7.16 6. An error that always follows some (c) tide interval definite mathematical or physical (d) tidal day. law is known as 7.173. The time interval that elapses (a ) systematic error between the moon's transit and the (b) detectable error occurrence of the next high water; (c) mathematical error is called (d) cumulative error. (fl) priming of tide 7.16 7. Reduced level of B.M. is (b ) lagging of tide (a) independent quantity (c) secondary interval (b) reduced quantity (d) lunitidal interval. (c) dependent quantity 7.174 . Tellurometer is an instrument use i for the measurement of (d) conditional quantity. (b) distance (fl) time 7.168. Contour lines of different elevations can intersect only in case of (c) angle (d) elevation. (a) Valley(b) Rivers 7.175. Planimeter is used for measuring (c) Cave(d ) Ridge. (fl) volume 7.169. The difference between the most (b) area probable value of a quantity and its (c) contour gradient observed value is linear as (d) slope angle. (a) observed error 7.176. The contour interval is kept inversely (b) residual error proportional to (c) experimental error (a ) time and expense of fieldwork (d) true error. (b ) steepness of configuration of the /.170. Contour lines of different elevation area can unite to form one line only in (c) scale of the map the case of (d) all of the above. (fl) vertical cliff 7.177. During secu lar variation of
Surveying
magnetic meridian 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 good results 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
(«) 10,000 1
tmvest' fieidws
i don
1
(b) 15,000 1
(d) (c) 20,000 25,000 ".18 0. 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° (d) 3.75°. (c) 3.57°
□□
7.77
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. 7.18 4. 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)
Z3W 2 24P2
(b)
I2W 3 24P2
M 2 /2W 2 (d) 24P3 24P 7.185. 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 viscosity 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)
(c) 3VL
(d)
7.1 88. An internal focussing type surveying
7.78
□□
Civil Engineering (Objective Type)
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) plan o-conv ex lens in the telescope. 7.189 . Shift of a curve, is (a)
6R
(b)
24 R
(c) 24R <*>£• 7.19 0. Hydrographic surveys deal with the mapping of (a) large water bodies (b) heavenly bodies (c) mountaneous region (,d ) canal system 7.191. The method 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. 7.19 3. Perpendicularity of an offset may be judged by eye, if the length of the offset is (b ) 10 m (a) 5 m (d) 20 m. (c) 15 m 7.1941 The operation of resection involves the following steps 1 . rough orientation of the plane table
. 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 7.19 5. Correction per chain length or links along a slope having a risa 1 unit in a horizontal units, is 2
100
(b) 1 0 0 n2
v ' n*
(a )
(c) v/
100 3~ nJ
I j\ 100 (d)
7.19 6. The surface of zero elevation ar ot nj l the earth, which is slightly irregiiaej and curved, is known as (a) mean sea level (b) geoid surface (c) level surface (rf) horizontal surface. 7.1 97 . 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. 7.19 8. If a 30m chain diverges through 2 ] perpendicular distance d from its correct alignment, the error in length is r \ dl 60 m (c)
40
m
d2 (b) 30 m d_ m. (d) 30
Surveying CJO 7.79
7.199. WYien the bub ble 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 deflectio n of a simple curve of radius R, the length of the curve is . , uRA „ , t iRA (b) («) 90° 180° 7tRA (d) xRA (c) 270° 360° r.2 03 . 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. ’204. A well conditional triangle has no angle less than (a) 20° (b) 30° (c) 45° (d) 60°. 'i : 5. 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 righ t 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. 7.20 8. Match List I with List II and select a correct answer by using the codes given below in the lists List I (Lens)
List II (Position o f optical centre) 1. within the thick A. Double corner and double ness of lense concave lenses B. Plano-convex 2. outside the lens on and plano the same side as concave lenses the surface of smaller radius C. Menicu s lenses 3. situated on the curved surface
Codes A
B
C
(a)
3
2
1
(b)
1
2
3
1 3 2 (d) 1 3 7.209 . Match List I with List II and select a cori’ect answer by using the codes given below in the lists (c)
2
List I
List II
(Direction)
(Azimuth)
A. Eas t B. North
1. 90° 2. 180°
7.80
□□
Civil Engineering (Objective Type)
C. West D. South
3. 270 ° 4. 360°
4
(«)
B 3
1
3
2
1
(c)
3 4
1
2
A
B
(«)
1
2
C 3
(b)
4 4
1
2
D 4 3
3 2 1 (c) 1 4 3 (d ) 2 7.211. Match list I with List II and select a correct answer by using the codes given below : List II
1. the plane norm al to the direction of grav ity at all points
B. Horizontal 2. the surface whose all
C. Level surface
2
2
List I List II A. Ranging 1. For setting out appro poles ximate right angles B. Cross staff 2. For making the ends of full chain lengths C. Arrows 3. For setting out accu rate right angles D. Optical 4. For ranging of the squares survey lines Codes :
line
1
(b)
g iv en b elo w in the lists
List I
(a) D
2
A. Level line
B
C
3 4 4 2 3 (c) 1 1 2 4 (d ) 3 7.21 0. Match List I with List II and select a correct answer by using the codes (b)
A
C 3 4
Codes : A
Codes :
points are normal to the direction of gravity 3. in line which is
normal to the direc tion o f gravity at all
points D. Hor izont al 4. the plan e normal to surface the direction of grav ity at the point
D 4 4
1
1 3 7.212. Match List I with List II and ~ a correct answer by using the given below in the lists i d)
A. B. C. D.
2
List I steep ground flat ground uniform ground plane surface
List II 1. unifor m di between c 2. contour s w separated 3. equally parallel con 4. contours seen close together
Codes : A
B
(fl)
1
2
C 3
(b)
4 3
2
1
1
2
D 4 3 4
2
3
4
1
(c) (d )
The follow ing 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' an d the 'Reason R' are in d iv id u al true and if so, ivhether the Reason is * correct explanation of the Assertion. Select your answers to these items^ using the codes given belozo and mark your answer sheet accordingly Cod es :
(a) Both A and R are true and R 15 the correct explanation of 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.
Surveying
II and selec ng the code> t II
orm distart*. een contra^ ours widefc irated illy spacer
Del 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. As ser tion : 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. Assertio n : The change of zero is neither possible or feasible. Reasons : The vertical angles are influenced by atmospheric refraction, the effects of which are somewhat irregular. ".218. As sertion : 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
□□
7.81
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. Asse rtion : An optical component known as parallel plate is widely used in surveying instruments. Reason : This displaces a beam of light without 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. Assertio n: While making adjustment of the survey instruments, they should be placed on firm ground Reason : Instability of the instrument makes it impossible to adjust it satisfactorily. 7.224. Assertion : The height of instrument is open to objection. Reason : A mistake in intermediate reduction may pass unnoticed.
ANSWER S
".1 .
(c)
*. 8 . («) .15. (b)
7.2. (c) 7.9. (C) 7.16.
(d )
(b)
7.4. («) 7.11. (d )
7.12. (a )
7.13. {a) 7.14. (b)
(d )
7.18.
7.19. (a)
7.20. («) 7.21. (b)
7.3.
(c)
7.10. 17.7.
(b)
7.5. (d )
7.6.
(c)
7.7.
(d )
7.82
□□
Civil Engineering (Objective Type)
7.22. (fl) 7.29. (fa)
7.23.
(b )
7.24.
(d )
7.25.
7.30.
(d )
7.31.
(d )
7.36. (d)
7.37.
(d )
7.38.
(c)
7.32. (fa) 7.39. (fa)
7.33. (c) 7.40. (c)
7.43.
(d )
7.44.
7.45.
(c)
(d )
7.51.
7.52.
(c)
7.46. (<*) 7.53. (fl)
7.47.
7.50.
(fl) (fl)
7.57.
(b)
7.64.
(b)
7.58. (c) 7.65. (?)
7.59. (c) 7.66. (fa)
7.60. (fa) 7.67. (d )
7.71.
(fl)
7.73.
(c)
7.78.
(fl)
7.72. (b) 7.79. (c)
7.85. (c) 7.92. (c)
7.86. (C) 7.93. (fa)
7.80. (fa) 7.87. (d)
(d )
7.26.
(d )
7.27.
7.28. » 7.34. (c) 7.35. (b)
(d )
7.41. (d) 7.42. (&> 7.48. (d) 7.49. (b)
7.54. (fl) 7.61. (d )
7.55. (fl) 7.56. W 7.62. (b) 7.63. W 7.69.
7.74. (d)
7.68. (fl) 7.75. (c)
7.81. (fl) 7.88. id)
7.82. (d) 7 .8 9. (c)
7.83. (cj 7.84. (c) 7.90. (b) 7.91. (d>
7.96. (rf)
7.97. (b) 7.98.
7.103. (d)
7.104.
7.110. (c)
7.111.
7.76.
(b) 7.70. (fl) (d) 7.77. (b)
7.99.
(d )
7.100.
(fl)
7.106.
(d )
7.107.
(c)
7.94. (d) 7.95. (c) 7.101. (d ) 7.102. (fa) 7.108. (fa) 7.109. (d)
7.114.
(fa)
7.115.
(c)
7.116.
(d)
7.117. (c)
7.118.
7.121.
(c)
7.122.
(d)
7.124. (c)
7.125.
7.127. (c) 7.128. (fa) 7.134. (d) 7.135. (c) 7.141. (d ) 7.142. (fl)
7.129.
id)
7.123. (fl) 7.130. (c)
(fl) 7.119. (b) (fl) 7.126. (c)
7.132.
(c) 7.133.
7.136.
(d)
7.131. (fl) 7.138. (fl)
7.139.
7.143.
(fa)
7.145. (d)
7.146.
(c) 7.140. (fa) (d) 7.147. (c)
7.148.
(c)
7.149.
(fa)
7.150.
(c)
7.155.
(b)
7.156.
(C)
7.157.
i d )
7.162. (c) 7.163. 7.169. (b) 7.170.
(d)
7.176. (fa) 7.183. (fa)
7.113. (fl) 7.120. (d)
7.137. (fl) 7.144. (fa)
(d )
(b) 7.105. (b) (c) 7.112. (a)
(d )
7.151. (c) 7.158. (d)
7.152. (c)
7.153.
(d ) 7.154. (fl)
7.159. (c)
7.160.
7.165. (fa) 7.172. (d )
7.166. (fl) 7.173. (d)
7.167.
(fl)
7.164. (c) 7.171. (fl)
(b) 7.161. (fa) (fl) 7.168. (C)
7.174.
7.177.
(C)
7.178.
(fl)
7.180. (d)
7.181.
7.184.
(fl)
7.185.
(d )
7.179. (c) 7.186. (fl)
7.190. (fl) 7.197. (c)
7.191.
(fl)
7.192.
(fl)
7 .1 88 . (c) 7.1 89 . (0 7.195. (fl) 7.196. (fa)
7.198.
(fl)
7.199.
(fl)
7.193. (c) 7.200. (fa)
7.187. (fa) 7.194. (a )
7.202.
7.204. (b)
7.205.
(c)
7.206.
(fa)
7.207.
7.201. (fa) 7.208. (d)
7.211.
(c)
7.212.
(fa)
7.213.
(fl)
7.218. (fl)
7.219.
(fl)
7.220. (fa)
7.214. (fl) 7.221. (fl)
(d )
7.215. (fl) 7.222. (fl)
(b) 7.175. (fa) (fl) 7.182. (fl)
(b) 7.203.
(c)
7 .2 09 . (c) 7.2 10 . (fa) 7.216. (fl) 7.217. (fl) 7.223.
(fl) 7.224. (fl)