Q.
BE 3rd Semester
Surveying-I
Unit-I
(a) In reciprocal leveling the error which is not completely eliminated is due to:
(i) Curvature
(ii) Refraction (iii) Line of collimation
(iv) Parallax
(b) The following reciprocal levels were taken with one level.
Instrument at
A
B
Q.
Readings on
Remarks
A
B
1.564 2.787 Distance AB = 100 m
0.436 1.695 RL of A = 190.85 m
Determine :
(i)The true difference in elevation between A and B
(ii) The RL of B, and
(iii) The collimation error.
(c) A dumpy level was setup midway between A and B, 90m apart, the
readings on A and B being 1.865 and 1.780m each. The Dumpy level was
then set up at C on BA produced 20 m from A. The staff readings at A and B
were 1.620 m and 1.550 m, Calculate the staff readings on A and B to give
a horizontal line of sight?
(d) Four stations C,A,B and D were set out in a straight line such that CA = AB =
BD = 30m. A level was set up at C and readings of 2.135 and 1.823 were
observed on vertically held staff at A and B, respectively, when bubble was
at the centre of its run. The level was then set up at D and readings of
2.026 and 1.768 were again observed at A and B, respectively. Determine
the collimation error of the level and correct difference in level of A and B.
(
(a) Write relationship between fundamental lines of a level.
(b) Write short notes on the following:
(i) Sensitivity of bubble tube
(ii) Reciprocal leveling
(iii) Bench mark
(iv) Trigonometrical leveling
(c) What do you mean by “Sensitiveness” of bubble tube?
Determine the sensitivity of bubble tube and Radius of Curvature given:
The length of one division of the bubble is 2 mm. The reading taken on the
staff 100 m from the level with bubble central was 1.872 m. The bubble is
moved 5 divisions out of centre the staff reading was observed to be 1.806 m.
(d) What is reciprocal leveling? Explain the procedure for conducting
reciprocal leveling.
Q.
Q.
(a) Correction due to refraction is given by:
(i) 0.0112 D2
(ii) 0.0785 D2
(iii) 0.0673 D2
(iv) 0.0012 D2
Staff reading over a station, whose elevation is known, is called:
(i) Foresight
(ii) Back sight
(iii) Bench mark
(iv) Back bearing
(b) Describe how the process of reciprocal leveling eliminates the effect of
refraction and curvature as well as collimation error?
(c) Distinguish between:
(i)Line of collimation & Axis of telescope.
(ii) Horizontal & Level surface.
(d) On a level, the angular value of one division of the bubble tube is 30 sec
and the graduations are 2mm long. Find:
(i) The radius of curvature of the tube
(ii) Reading on a staff held 100m away for a shift of bubble 3 divisions from
centre towards the observer, read g with bubble in the centre being
2.540m.
(a) The sensitivity of a bubble tube is 20”. A staff is held at a distance of 200m.
(b) What is the error in reading it if the bubble is out by one division:
(i) 0.704m
(ii) 0.0704m
(iii) 0.0194m
(iv) 0.1940m
(c) The following notes refer to the reciprocal levels taken with one level:
Instrument
Staff
Reading on
Remarks
Station
A
B
A
1.03
1.630
Distance AB = 800m
B
0.95
1.540
R.L. of A = 450m
Find:
(i) True R.L. of B.
(ii) Combined correction for curvature and refraction.
(iii) The error in collimation adjustment of the instrument.
(d) Describe the two point method of permanent adjustment of a dumpy level.
Q.
Q.
(a) Define “Sensitivity” of bubble tube?
(b) Define and derive the combined effects of Curvature and Refraction in
leveling? A lamp at the top of a light house is visible just above the horizon
from a station at sea level. The distance of the lamp from the station is
30km. in the height of the light house?
(c) The distance between two benchmarks A and B was 40m. A dumpy lavel
was placed at C on an extension of AB such that AC = 60m. Staff Reading on
BM.A (RL 10.750) = 0.750, Staff reading on BM.B (RL 11.75) = 1.750, find out:
(i) If and by how much the LOC is inclined upwards or downwards.
(ii) Calculate the true reading on A & B
(iii) State the direction in which the diaphragm has to be moved?
(d) Following observations were taken by the Dumpy level.
Instrument
Staff
Reading on
At
A
B
Midpoint of AB
1.855
1.605
Near to B
0.675
0.925
Calculate if the LOC is in adjustment or not. If not, what is nature and
amount of error in distance AB? Also calculate the true readings at A and
B?
(a) Why leveling is employed in the surveying?
(b) Give the definition of sensitiveness of bubble tube in leveling and its effect
on accuracy of leveling.
(c) In a reciprocal leveling across a river two pegs A and B are fixed. With the
instrument near A, staff readings at A and B are 0.550 and 0.710m
respectively. Then with the instrument near B, staff readings at B and A are
2.520m and 2.270m respectively. Calculate the true difference of level
between A and B.
Q.
(d) Explain the effects of curvature and refraction in leveling.
(a) Write the formulae for curvature and refraction correction in filed
observations.
(b) Explain:
(i) Level surface & Level Line
(ii) Mean sea level
(iii) Cross section leveling.
(c) What is reciprocal leveling? Explain the procedure for conducting reciprocal
leveling.
(d) Explain the temporary adjustments of a dumpy level.
BE 3rd Semester
Surveying-I
Unit-II
Q.1 (a) Define contour and it’s uses.
(b) Explain the methods of contour interpolation.
(c) What are the different uses of contours?
(d) Define:
(i) Horizontal Equipment
(ii) Contour interval (iii) Contour Gradient
Q.2 (a) Lines joining the points of equal elevation on earth surface are known as:
(i)Isohytes
(ii) Isogones
(iii) Contours
(iv) Agonics
(b) Match list-I (Land feature) with List-II (Description)
Contour lines of different elevations join to
form a line
ii
Steep slope
2 Contour lines are closely spaced
Contour lines of different elevations cross one
iii
Hill
3
another
iv
Overhanging
4 Closed contour lines with higher values inside
(c) Define a contour. State various characteristics of contour lines.
(d) Describe in detail indirect methods of contouring.
Q.3 (a) For mountainous region, a suitable contour interval may be:
(i) 0.2m
(ii) 2m
(iii) 20m (iv) 200m
(b) Discuss in detail, the methods of direct and indirect contouring.
i
Vertical cliff
1
(c) What are the various methods of interpolating contours? State the
suitability of each one of them.
(d) Write a short note on the uses of contour maps for engineering purposes.
Q.4 (a) Define contour Gradient?
(b) Describe the methods of Interpolation of contour?
(c) Show the contours of the following features with neat sketches.
(i) Pond
(ii) Hill
(iii) Ridge & Valley
(iv) Over hanging cliff
(d) Explain the features of indirect methods of contouring?
Q.5 (a) Why interpolation contouring is required?
(b) Explain in detail the different methods of contouring. Discuss the
advantages of each method over the other methods.
(c) How will you determine the inter-visibility of a point If the contour map is
given to you? Explain by giving an example.
(d) Write short notes on:
(i) Interpolation of contours.
(ii) Modern methods of contours.
Q.6 (a) Define contour Gradient?
(b) Explain the methods of contour interpolation?
(c) What are the different uses of contour?
(d) List and compare the “Direct” & “Indirect” methods of contouring.
BE 3rd Semester
Surveying-I
Unit-III
Q.1 (a) Define “latitudes” and “departures” in theodolite traversing with respect to
co-ordinate systems.
(b) Compute the length CD for a traverse if A, D, E are points on a straight line.
Line
Bearing
Length (m)
0
AB
84
90
0
BC
32
150
0
CD
350
0
DE
20
182.0
(c) Explain the method of theodolite traversing of direct method without
transisting by fast needle method.
(d) In an open traverse ABCDE it is required to fix the mid point F of the line
joining A and E. Find the length and bearing of that point from the station
‘C’ details below as:
Line
Length (m)
Bearing
AB
130.5
N 200 30’ E
BC
245.0
N 600 15’ E
CD
165.5
S 300 30’ E
DE
120.0
N 800 30’ E
Q.2 (a) For an open traverse, which is correct?
(i) ∑ Latitude = 0
(ii) ∑ Departure = 0
(iii) Both (i) and (ii)
(iv) None of the above
(b) Closing error can be eliminated by:
I. Graphical method
II. Transit rule
III. Bowditch Rule
IV. All of above
V. Only (ii) & (iii)
(c) Explain the process of the following operations with a theodolite:
(i) Measurement of direct angles.
(ii) Measurement of deflection angles.
List-I
List-II
Adjustment of survey
A
1 Balancing latitudes and departures.
instruments departure
B Bowditch ‘s Rule
2 Solution of three point problem
C Triangulation
3 Measuring all angles and base line
Bringing the various fixed instrument
D Bassel’s method
4
parts in proper relation.
(d) In a traverse the latitudes & departures of the sides were calculated and
∑ latitude = 1.39 and ∑ departure = -2.17
Calculate the length and bearing of the closing error.
Q.3 (a) If the lower champ screw is tightened and the upper clamp screw is
loosened, the theodolite may be rotated:
(i)
With a relative motion between the vernier and the graduated scale
of the lower plate.
(ii) Without a relative motion between the vernier and the graduated
scale of the lower plate.
(iii) Both (i) and (ii)
(iv) Horizontal axis.
(b) In order to fix a point F, exactly midway between A and E, a traverse was
run as follows:
Line
Length (m)
Bearing
AB
400
300
BC
500
00
CD
600
3000
DE
400
300
Assuming point A as origin calculate:
(I) The independent coordinates of point C, E and F.
(II) The length and bearing of CF
(c) A closed traverse ABCD was made. Due to the obstruction it was not
possible to observe the bearings of lines BC and CD.
Calculate the missing bearings.
Line
Length (m)
W.C.B.
AB
550
600
BC
1200
?
CD
880
?
DE
1050
3100
(d) The following observations were made for a closed traverse round an
obstacle. Due to obstructions, length of line DE and EA could not be
measured. Find out the missing lengths.
Line
Length (m)
Bearing
AB
500
980 30’
BC
620
300 20’
CD
468
2980 30’
DE
?
2300 00’
EA
?
1500 10’
Q.4 (a) Define Bowditch’s rule?
(b) ABCD is a closed traverse with some data missing. The bearing of DA and
the length of BC have not been recorded. Find the missing data.
Line
Length (m)
Bearing
AB
335
1810 18’
BC
?
900 00’
CD
408
3570 36’
DA
28
?
Find the missing data?
(c) Adjust the following traverse table.
Line
Included Angles Length (m)
W.C.B.
0
AB
73 31’
66.6
300 30’
BC
1070 42’
135.7
1020 47’ 35’’
CD
1870 8’
66.3
950 39’ 12’’
DE
770 30’
76.6
1980 8’ 48’’
EA
940 7’
214.3
2840 1’ 24’’
(d) Explain the principal permanent adjustments of a vernier theodolite?
Q.5 (a) Explain about the Trunnion axis in Theodolite Surveying.
(b) State what errors are eliminated by repetition method. How will you set
out a horizontal angle by method of repetition?
(c) A four sided traverse ABCD has the following lengths and bearings:
Side
Length (m)
Bearing
AB
500
Roughly east
BC
245
1780
CD
not obtained
2700
DE
216
100
Find the exact bearing of the side AB.
(d) Name the fundamental lines of a transit theodolite with their relationships.
Which of these relationships come into play during temporary adjustments
when the theodolite is used as a level?
Q.6 (a) Define Theodolite traversing.
(b) Calculate length and bearing of lene AB in traverse ABCD.
Line
Bearing
Length
0
CA
250 45’
66.25
0
CD
15 20’
330.20
0
DB
270 15’
150.00
(c) Compute the length CD for a traverse if A, D, E are points on a straight line.
Line
Bearing
Length
0
AB
85
90
0
BC
32
150.0
0
CD
350
-----0
DE
18
182.0
(d) Explain the terms:
(i) Transit
(ii) Swing
(iii) Face change with reference to theodolite traversing.
BE 3rd Semester Surveying-I
Unit-IV
Q.1 (a) What is plane table survey?
(b) Explain the two point problem in plane table surveying ith a neat sketch.
(c) Explain below:
(i) Relative merits and demerits of various methods of orientation of plane table
work. (ii) Clinometer, Ceylon, Ghat Tracer.
(d) Explain with neat figure, the Bassel’s Graphical Method, in plane table surveying.
Q.2 (a) Area of an irregular plotted figure can be accurately obtained with the
help of a:
(i)
Pentagraph
(ii) Subtensebar
(iii) Planimeter
(iv) All of the above
(b) What are the various methods of plane tabling? Explain the disadvantages
of plane tabling.
(c) Explain with neat sketches (any two):
(i) Box Sextant
(ii) Pentagraph
(iii) Clinometer
Q.3
Q.4
Q.5
Q.6
(d) Explain the two point problem of plane tabling with a neat sketch.
(a) The three point problem fails when an instrument station lies:
(i)
On the great circle.
(ii) In any of the segments formed by the great triangle an great circle.
(iii) On the ortho centre of the great triangle.
(iv) Both (ii) and (iii)
(b) State the three point problem. Explain how it is solved by the graphical
method.
(c) State the two point problem. How is it solved?
(d) Explain with sketches:
(i) Abney level
(ii) Clinometer (iii) Ediograph
(a) What is the principle of plane tabling?
(b) Explain with neat sketch the procedure of solving a two point problem in
plane table surveying?
(c) Describe the Bessel’s solution of three point problem of plan table work?
(d) (i) Describe neatly the various methods of orientation in plane tabling?
(ii) Explain with neat sketch-Box Sextant, Tangent Clinometer
(a) When the plane table surveying is recommended?
(b) a plane table is set on a station ‘O’ from which to station A and B are visible
on the ground. There plotted position on the drawing are ‘a’ and ‘b’. State
how would you plot the position of ‘O’ on the drawing.
(c) Prove that in plane table surveying, very accurate centering is not
generally necessary.
(d) What do you understand by “Three point problem”? Describe Bessel’s
method of solving three point problem.
(a) Explain the uses of plane table survey.
(b) Explain with neat sketches the methods of radiation & intersection in plane
Tabling.
(c) Describe the “Bessel’s Graphical Solution” to there point problem.
(d) Explain the two point problem in plane table traversing.
BE 3rd Semester
Surveying-I
Unit-V
Q.1 (a) Write two advantages of introduction of transition curve.
(b) Explain the method of horizontal curve setting using chain and tape
method by taking offsets from the chord produced.
(c) What is meant by shift of a curve? Derive an expression for the same.
(d) What are the elements of a simple circular curve? Give their relationships.
Q.2 (a) Over turning of vehicles on a curve can be avoided by using a:
(i) Compound curve
(ii) Vertical curve
(iii) Reverse curve
(iv) Transition.
(b) Two straights A and BI intersect at an inaccessible point I. Two points P and
Q are selected on AI and BI, length of PQ = 180 m and angle APQ = 1100
and angle PQB = 1300. The two straights are to be joined by a curve of 500
m radius. Chainage of P is 2500 m. calculate the data for curve setting.
(c) Derive the elements to set a reverse curve with equal radius?
(d) Explain the compound curve and derive the elements for setting a
compound curve.
Q.3 (a) Choose the correct alternative for the question:
(i) The allowable centrifugal ratio (CR) for railways is:
(1) ¼ (2) 1/8
(3) 1/6
(ii) Apex distance is given by:
(1) R(sec φ/2-1)
(2) R(cos φ/2-1)
(3) R(sin φ/2-1)
(b) Explain the elements of a combined curve.
(c) In making a survey for a new road, the intersection point of two straights
was found to be inaccessible. Four points P, Q, R, S were therefore selected
two on each straight, and the distance between Q and R was found to be
122.20 m. If the angle PQR was 169047’40’’ and the angle QRS 148022’20’’,
draw up a table of deflection angles and chainages for setting out a 200 m
radius curve by pegs driven at every 20 m through chainage. Chainage of Q
= (140 + 90) chains.
(d) A reverse curve ACB is to be set out between two parallel straights 30 m
apart. If R1 = R2 and the distance between tangent points A and B is 120 m,
calculate the radius. Also calculate the length of the offsets if the whole
curve is to be laid by means of offsets, from the long chord at 10 m
interval.
Q.4 (a) Define degree of a curve?
(b) Following data refer to a compound circular curve which proceeds to the
right. Angle of deflection = 600, Radius of 1 st curve = 20 chains, Chainage
of point if intersection = 164 ch + 15.2 m. Determine the running distances
of the tangent point and the point of compouind curve given that the latter
point is 4.25 chain from the point of intersection at a back angle of 294030’
from the 1 st tangent. Assume 30 m chain.
(c) Two parallel railway lines are to be connected by a reverse curve, each
section having same radius. If the lines are 10 m apart and maximum
distance between tangent points measured parallel to the straights is 40
m, find the maximum allowable radius. Also calculate lengths of both
branches?
(d) Prove that shift bisects the transition curve and the transition curve bisects
the shift.
Q.5 (a) What is the basic importance of provision of curve in highway?
(b) Design a vertical curve connecting two gradients 2% to 1.5% at a summit
(R.L. 70.50, Chainage 850 m). The curve is to be such that two points 300 m
apart and 1.25 m above the curve are inter-visible.
(c) Describe the function of transition curves & how they are used?
(d) Two straights intersect at chainage (2512+29). The angle of deflection is
200. Calculate the chainages of tangent points of a 400 m radius righthanded simple curve.
Q.6 (a) What is transition curve? Mention its utility in Civil Engineering.
(b) Explain the elements of a simple curve.
(c) A straight line of a length 120 m connects the tangent point A and B lying
on two parallel straights 30 m apart. A reverse curve is to be introduced
between A and B such that the point of intersection Divides AB in 3:1 ratio.
Calculate:
(i) Radii of the reverse curve. (ii) Length of the reverse curve.
(d) Explain Elements for setting out a compound curve.