VALLIAMMAI ENGINEERING COLLEGE
SRM Nagar, Kattankulathur – 603 203
DEPARTMENT OF CIVIL ENGINEERING
QUESTION BANK
III SEMESTER
CE6304-SURVEYING-1
Regulation – 2013
Academic Year 2017 – 18
Prepared by
Dr. S GUNASELVI, Assistant Professor / CIVIL
VALLIAMMAI ENGINEERING COLLEGE SRM Nagar, Kattankulathur – 603 203.
DEPARTMENT OF CIVIL ENGINEERING
QUESTION BANK
SUBJECT : CE6304-SURVEYING-1 SEM / YEAR: III/II
UNIT 1- FUNDAMENTALS AND CHAIN SURVEYING Definition- Classifications - Basic principles-Equipment and accessories for ranging and chaining – Methods
of ranging - well conditioned triangles – Errors in linear measurement and their corrections - Obstacles -
Traversing – Plotting – applications- enlarging the reducing the figures – Areas enclosed by straight line
irregular figures- digital planimeter. PART - A
Q.No Questions BT Competence 1. What is meant by digital planimeter? BT-1 Remembering
2. List the different cumulative errors in chain surveying. BT-1 Remembering
3. Tell the length of one link in engineer’s chain and Gunter’s chain. BT-1 Remembering
4. Name the instruments/accessories needed to carry out a chain surveying. BT-1 Remembering
5. List the errors that will occur when the distance between the two points is measured using tape. BT-1 Remembering
6. Define ranging. Mention its types. BT-1 Remembering
7. Distinguish between plane surveying and geodetic surveying. BT-2 Understanding
8. Discuss about check lines and tie stations. BT-2 Understanding
9. Describe the principle of surveying. BT-2 Understanding
10. Differentiate plan and map. BT-2 Understanding
11. Classify surveying based on accuracy and types of instruments used. BT-3 Applying
12. A 100m tape is held 2m out of a line. Calculate the true length. BT-3 Applying
13. Show the purpose of optical square. BT-3 Applying
14. Explain the use of reciprocal ranging. BT-4 Analyzing
15. Explain in detail about scales. BT-4 Analyzing
16. What do you infer from geodetic surveying? BT-4 Analyzing
17. Design a well-conditioned triangle. BT-5 Analyzing
18. Generalize the basic problems in chaining and ranging. BT-5 Analyzing
19. Summarize a few lines about plane surveying. BT-6 Create
20. When would you recommend indirect ranging? BT-6 Create
PART – B
1. (i) What are the basic principles of surveying? Describe it.
(ii) What is well conditioned triangle? Describe its significance in
surveying. BT-1
Remembering
2. (i) Describe the field and office work in chain surveying?
(ii) Examine how you will conduct chain survey to measure a land
parcel in agriculture field. BT-1
Remembering
3. (i) Describe the methods of ranging by using a line ranger.
(ii) Show the different methods of overcoming difficulties if there are
obstacles in chaining and ranging both.
BT-1 Remembering
4. (i) Estimate the sag correction for a 30 m steel tape under a pull of 80
N in 3 bays of 10 m each. The area of the cross section of the tape is
8 mm2 and the unit weight of steel may be taken as 77 kN/m3.
(ii) A and B are two points on the opposite sides of a pond. The
surveyor establishes a line AC clear of the pond such that B is
visible from C. He establishes another point D on the line CB
produced so that the line AD is also clear of the pond. If the
distances AC, CB, BD and DA are 300 m, 150 m, 175 m and 250 m
respectively. Predict the distance AB.
BT-2 Understanding
5. (i) Discuss about the different sources of error in chain surveying.
(ii) Distinguish between cumulative and compensating errors.
BT-2 Understanding
6. A line was measured with a steel tape which was exactly 30 m at 25°C
and at a pull of 15 kg, the measured length being 1950 m. The
temperature during the measurement was 35° C and the pull applied was
25 kg. Assuming the tape to be supported at every 30 m, calculate the
true length, if the cross sectional area of the tape was 0.020 cm2,
coefficient of thermal expansion of the material per ° C = 3 x 10-6,
Modulus of elasticity (E) = 2.1 x 106 kg/cm2 and weight of tape material
= 7.8 g/cm3.
BT-3 Applying
7. (i) A 20 m chain was found to be 10 cm too long after chaining a
distance of 1500 m. It was found to be 18 cm too long at the end
of day’s work after chaining a total length of 2900 m. Calculate
the true length if the chain was of correct length at the
commencement of the work.
(ii) In passing an obstacle in the form of a pond stations A and D on
the main line were on the opposite sides of the pond. On the left
of AD a line AB was marked with a length of 225 m and another
line AC of length 275 m was marked on the right side of AD.
The three points B, D and C lie on a straight line. BD and DC
were measured as 125 m and 137.50 respectively. Calculate the
BT-3 Applying
8. (i) Show the different methods of dropping a perpendicular from a
point to chain.
(ii) A chain was tested before starting the survey and was found to be
exactly 20 m. At the end of the survey it was tested again and was
found to be 20.12 m. Area of the plan of the field, surveyed and
drawn to a scale of 1 cm = 6 m was 50.4 cm2. Calculate the true
area of the field.
BT-3 Applying
9. Explain the methods of chaining with neat sketches. While you do
chaining to overcome obstacles for chaining and not for ranging?
BT-4 Analyse
10. (i) Explain the method of reciprocal ranging.
(ii) A survey line PQ intersects a pond. To overcome these obstacles,
two stations A and B were taken on either side of the pond. A
line AC, 90 m long was laid down on the left of AB, and a
second line AD, 130 m long was laid down on the right of AB. If
points C, B and D are on the same straight line and CB =75 m
and BD =78 m, determine the length of AB.
BT-4 Analyse
11. (i) A and B are two points on the opposite banks of a river along a
chain line CAB which crosses the river at right angles. The
surveyor selects a point D which is 50.10 m from A along the
bank and sets a perpendicular CD on the line BD. If the distance
CA is 60.50 m, determine the distance AB.
(ii) A 20 m chain used for a survey was found to be 20.10 m at the
beginning and 20.3 m at the end of the work. The area of the plan
drawn to a scale of 1: 5000 was measured with the help of a
planimeter and found to be 39.84 m2. Invent the correct area in
the field.
BT-5 Evaluate
12. (i) Prepare a list of accessories required for a chain survey?
Explain the functions of each.
(ii) With a simple sketch, state the construction and use of a cross
staff.
BT-5 Evaluate
13. Explain the methods of direct and indirect ranging in detail. BT-6 Create 14. Explain the various corrections in chain surveying. BT-6 Create
PART - C
1. Explain the Working principle of digital planimeter.
Explain the procedure for enlarging and reducing the figures.
BT-2 Understand
2. Explain the method of direct and reciprocal ranging in detail. Determine
the area for the following observation s by
(i) Mid Ordinate rule (ii) Average Ordinate rule (iii) Trapezoidal rule
(iv) Simpon’s rule
Ordinate O1 O2 O3 O4 O5 O6 O7 O8 O9
Distance(m) 0 10 20 30 40 50 60 70 80
Offset(m) 3.25 5.60 4.20 6.65 8.75 6.20 3.25 4.20 5.65
BT-6 Create
3. A line was measured with a steel tape which was exactly 30 m at 25oC
and at a pull of 15 kg, the temperature during the measurement was 35oC
and the pull applied was 25 kg. Assuming the tape to be supported at
every 30 m, calculate the true length, if the cross sectional area of the
tape was 0.020 cm2, coefficient of thermal expansion of the material per o
C = 3 x 10-6, modules of elasticity (E) = 2.1 x 106 kg/cm2 and weight of
tape material = 0.8 kg.
BT-3 Analyse
4. A 20 m steel tape was standardized on flat ground at a temperature of
20oC under a pull of 15 kg. The tape was used in catenary at a
temperature of 30oC under a pull of 10 kg. The cross sectional area of the
tape is 22 mm2 and its total weight is 400 gm. The young’s modulus and
coefficient of thermal expansion for steel are 21000 kg/mm2 and 11 x 10-
6 /oC respectively. Find the correct distance.
BT-1 Remembering
UNIT II- COMPASS AND PLANE TABLE SURVEYING Compass – Basic principles - Types - Bearing - Systems and conversions- Sources of errors - Local attraction
- Magnetic declination-Dip-Traversing - Plotting - Adjustment of closing error – applications - Plane table
and its accessories - Merits and demerits - Radiation - Intersection - Resection – Traversing- sources of errors
– applications.
PART – A Q.N Questions BT Competence 1. What is the use of trough compass in plane table surveying? BT-1 Remembering
2. List the advantages of plane table surveying. BT-1 Remembering
3. Define Magnetic Dip and Declination. BT-1 Remembering
4. State three point problem. BT- 1 Remembering
5. Why Eastern and Western ends are interchanged in Surveyor’s compass. BT-1 Remembering
6. List the accessories used in plane table surveying. BT-2 Understanding
7. Distinguish between true bearing and magnetic bearing. BT-2 Understanding
8. Summarize profile leveling and state its application. BT-2 Understanding
9. Discuss about different methods of Orientation in plane table surveying. Why is it done and which method is preferable?
BT-2 Understanding
10. Discuss the term bearings and its types. BT - 3 Applying
11. Calculate the reduced bearing values for the whole circle bearings 150° and 270°.
BT-3 Applying
12. Show the effects of balancing back sight and fore sight in compass
surveying. BT-3 Applying
13. Change the following whole circle bearing to reduced bearing:
(a) 151° 20’ (b) 332° 40’.
BT – 3
Applying
14. Explain about alidade and its uses. BT-4 Analyse 15. Explain about meridian and its types. BT-4 Analyse16. Compare the whole circle bearing and reduced bearing. BT-4 Analyse 17. State any two lahman’s rule. BT-5 Evaluate 18. Rewrite (a) 124° 30’ (b) N10°48’W to WC to RB BT-5 Evaluate19. Compare true meridian and magnetic meridian. BT-6 Create20. Explain traversing and mention its uses. BT-6 Create
PART-B 1.
On a closed compass traverse survey PQRST, following are the observation
made with a suspicion of local attraction.
Line Fore Bearing Back Bearing
PQ 147° 3 26°45’
QR 74° 30’ 253° 00’
RS 41° 30’ 222° 45’
ST 312° 15’ 132° 45’
TP 219° 15’ 39° 15’
Identify the station affected with local attraction, included angles and the
corrected bearings.
BT-1 Remembering
2. Describe the following methods (systems) of plane table surveying.
(i)Radiation
(ii)Intersection
(iii)Traversing
(iv)Resection
BT-1 Remembering
3. Describe the adjustments to be done in plane table and other accessories to
have accurate measurement. BT-1 Remembering
4. (i) What is orientation of plane table? Name the methods and explain
any one of it.
(ii) What are the different types of errors in plane table surveying? How
would you minimize them? BT-2
Understanding
5. (i) Compare two point and three point problems in plane tabling.
(ii) Describe the uses of plane tabling in detailed surveying.
BT-2 Understanding
6. Discuss the working principle of prismatic compass in detail. BT-2 Understanding
7. Explain the methods of two point problem in plane table surveying. BT-4 Analyse
8. Explain briefly the following methods of solution of three point problem: (i) Bessel’s graphical method (ii) Trial and error method (iii) Lehmann’s method
BT-4 Analyse
9. A closed traverse ABCDE was run and the observed bearings of the lines
were obtained as given below. Rewrite the observed bearings and correct it
for local attraction.
Line Fore Bearing Back Bearing
AB 72° 45’ 252°00’
BC 349° 00’ 167° 15’
CD 298° 30’ 118° 30’
DE 299° 00’ 48° 00’
EA 135° 30’ 319° 00’
BT-6 Create
10. (i) Differentiate Prismatic compass and Surveyor’s compass.
(ii) The bearings of the sides of a traverse ABCDE are as follows.
Calculate the interior angles of the traverse.
Side Fore Bearing Back Bearing AB 107° 15’ 287°15’ BC 22° 0’ 202° 00’ CD 281° 30’ 101° 30’ DE 189° 15’ 9° 15’ EA 124° 45’ 304° 45’
BT-3 Applying
11. Show which stations are affected by local attraction. Workout the correct
bearing of closed traverse ABCDEA.
Line Fore Bearing Back Bearing
AB 190° 30’ 17°0’
BC 73°30’ 250° 30’
CD 36° 15’ 214° 30’
DE 266° 45’ 84° 45’
EA 234°15’ 57°0’
BT-3 Applying
12. The following are the bearings taken on a compass traverse. Calculate the
interior angles by applying correction for errors. Assume that there is no
local attraction.
Line Fore Bearing Back Bearing
AB S 37° 30’ E N 37°30’ W
BC S 43°15’ W N 44° 15’ E
CD N 73° 00’ W S 72° 15’ E
DE N 12° 45’ E S 13° 15’ W
EA N 60°00’ E S 59°00’ W
BT- 3 Applying
13. The following bearings were observed with a compass. Analyse and suspect
the local attraction? Find the correct bearings.
Line Fore Bearing Back Bearing
AB 74° 0’ 254°0’
BC 91°0’ 271° 0’
CD 166° 0’ 343° 0’
DE 177° 0’ 0° 0’
EA 189°0’ 9°0’
BT- 4 Analyse
14. Following are the bearings taken on closed compass traverse. Choose the
inerior angles and calculate the corrected bearings.
Line Fore Bearing Back Bearing
PQ 80° 10’ 259°0’
QR 120°20’ 310°50’
RS 170° 50’ 350° 50’
ST 230°10’ 49°30’
TP 310°20’ 130°15’
BT-5 Evaluate
PART-C
1. Explain in detail about the different types of Compass with Neat Sketch BT- 4 Analyse
2. Find out the station affected by the local attraction and work out the
corrected bearing of the lines the following are the observed bearing of
the lines of a traverse ABCDEA with a compass in a place where local
attraction was suspected.
Line AB BC CD DE EA
FB 191°45’ 22°15’ 22°15’ 242°45’ 330°15’
BB 39°30’ 222°30’ 200°30’ 62°45’ 150°45’
BT-2 Understanding
3. What are the precautions to be taken during compass surveying for
maximum accuracy of the observations? BT-4 Analyze
4. Summarize types of leveling and state its application. BT-3 Apply
UNIT 3- LEVELLING Level line - Horizontal line - Datum - Bench marks -Levels and staves - temporary and permanent adjustments – Methods of levelling - Fly levelling - Check levelling - Procedure in levelling - Booking -Reduction - Curvature and refraction - Reciprocal levelling – Sources of Errors in levelling- Precise levelling - Types of instruments - Adjustments - Field procedure.
PART – A Q.No Questions BT Competence
1. What is meant by sensitivity of level tube? BT-1 Remembering 2. Name the different types of leveling staves. BT-1 Remembering
List out the types of levelling instruments. BT-1 Remembering
3. Define datum. BT-1 Remembering 4. Define Benchmark and give its types BT-1 Remembering5. What is reduction in leveling?Name the methods. BT-1 Remembering 6. Discuss about the temporary adjustments of a dumpy level. BT-2 Understanding 7. Differentiate the fly and check leveling. BT-2 Understanding 8. Discuss about principles of leveling. BT-2 Understanding 9. Distinguish fore sight and back sight. BT-2 Understanding 10. Show the effects of balancing back sight and fore sight. BT-3 Applying
11. Calculate the combined correction for value 6000m & 9000m.
BT-3 Applying
12. Compare the uses of dumpy level and tilting levels. BT-3 Applying 13. Explain fly leveling. BT-4 Analyze14. Compare positive RL and negative RL. BT-4 Analyze 15. Solve the refraction correction for a distance of 6000m and
curvature correction for a distance of 9000m. BT-4 Analyze
16. Invent the distance of visible horizon from the top of the
light house, 30.48m high. BT-5 Evaluate
17. Generalize the different sources of errors in leveling. BT-5 Evaluate 18. Recommend the solution to eliminate the parallax error. BT-6 Create 19. When do you recommend the change point in surveying? BT-6 Create
PART-B 1. (i) What are the different sources of error in leveling and
explain them in detail. BT-1 Remembering
2. The following staff readings were observed successively
with a level, the instrument having been moved after third,
sixth and eighth readings 2.228, 1.606, 0.988, 2.090, 2.864,
1.262, 0.602, 1.982, 1.044, 2.684 meters. Enter the above
readings in a page of a level book and identify the R.L. of
points if the first reading was taken with a staff held on a
bench mark of 432.384 m. BT-1 Remembering
3. The following staff readings were observed successively
with a level. The instrument having been moved after
second, fifth and eighth readings. 0.675, 1.230, 0.750, 2.565,
2.225, 1.935, 1.835, 3.220, 3.115, 2.875. The first staff
reading was taken with a staff held on a bench mark of
reduced level +100.00. Collect and enter the readings in the
level book form and identify the reduced levels of all the
points. BT-1 Remembering
4. Following observations were taken in reciprocal leveling
Instrument at Staff reading at
A B Remarks
A 1.210 2.545 Distance PQ = 1315 m
B 0.580 1.985 R.L. of Q = 532.130 m
Identify the true RL of P, the combined correction for
curvature and refraction, the collimation error and whether
the line of collimation is inclined upwards or downwards. BT - 1 Remembering
5. Discuss the effects of curvature and refraction in leveling and their corrections.
BT-2 Understanding
6. The points A and B are 1530 m apart across a wide river.
The following levels were taken with a level.
Level at Readings on
A B
Near A 3.810 2.165
Near B 2.355 0.910
The error in the collimation adjustment of the level is 0.004
m in 100m. Estimate the true difference of level between A
and B and there fraction. (10)
Discuss the expression for sensitiveness of bubble tube. (6)
BT-2 Understanding
7. Following are the successive staff readings taken in a
levelling continuously on sloping ground at common interval
of 25 m. 0.605, 1.235, 1.860, 2.575, 0.735, 1.430, 1.955,
2.875, 0.875, 1.825, 2.720. Reduced level of the first point is
160.00 m. Rule out a level book page and enters the above
readings. Calculate the reduced levels of the points and also
the gradient of the line joining the first point and last point.
BT-3 Applying
8. (i) Explain the LS and CS method.
(ii) Compare the rise and fall and line of collimation
method in reducing leveling observation. BT 4 Analyse
9. (i) Following observations were taken in reciprocal leveling
Instrument
at
Staff reading at
A B
A 1.615 2.535
B 0.725 1.405
What is the R.L. of B if that of A is 120.00 m and also the
angular error in collimation if the distance between A and B
is 1000 m.
BT-3 Applying
10. Describe the profile leveling and cross sectional leveling. BT-4 Analyze
11. The following consecutive were taken with a level and 4.0 m
staffs on a continuously sloping ground at a common interval
of 30 m are 0.780, 1.535, 1.955, 2.430, 2.985, 3.480, 1.155,
1.960, 2.365, 3.64, 0.935, 1.045, 1.630 and 2.545. The
reduced level of the first point A was 180.750m. Rule out a
page of level field book and enter the above readings.
Calculate the reduced levels of the points by the collimation
system. Also calculate the gradient of the line joining the
first and last point. BT-5 Evaluate
12. Find out the missing figures and complete the level book
page. Apply usual arithmetic check.
B.S I.S F.S H.I R.L Remarks
4.390 X X Point 1
X 192.00 Point 2
3.910 6.520 X X Point 3
5.390 191.62
0
B.M
4.730 X Point 4
X 203.30
0
Point 5
Staff
inverted
4.330 X X X Point 6
2.990 194.83
0
Point 7
BT-5 Evaluate
13. Define Bench mark. Describe the different types of bench
marks. (8)
Compare the rise and fall and line of collimation method in
reducing leveling observation. (5) BT-6 Create
14. Explain
(i) Reciprocal leveling
(ii)Flyleveling
(iii)Differentialleveling
(iv) Simple leveling and state where each is used. BT-6 Create
PART-C
1. (i) The following reading were taken with a dumpy level (a) when the instrument is midway between two pegs A and B, 100 mts apart. The staff reading on A= 3.345 m. The staff reading on B= 2.025 m. (b) when the instrument is kept very near A. The staff reading on A = 2.950 m. The staff reading on B= 2.000m. Is the instrument in adjustment or not? When the instrument is very near to A. What should be the correct reading on staff B? (10) (ii) What is meant by sensitiveness of the bubble? How is it
determined? (5)
BT 3 Applying
2. The following consecutive staff readings were taken with a
level along the sloping ground line AB at regular distance of 20
m by using 4 m leveling staff 0.352, 0.787, 1.832, 2.956, 3.758,
0.953, 1.766, 2.733, 3.872, 0.812, 2.325 and 3.137. Ruled out a
page of level book, enter the above readings. RL of point A is
320.288 m. Calculate the RL of all the points by rise and fall
method and work out the gradient of the line AB.
BT 5 Evaluate
3. Following readings were observed successively with a leveling
instrument. The instrument was shifted after 5th and 11th
readings. 0.583, 1.010, 1.735, 3.295, 3.775, 0.350, 1.300,
1.795, 2.575, 3.375, 3.895, 1.745, 0.635, and 1.605. Design a
page of level book and determine the RL of various points by
using height of instrument method, if RL of first point is
134.00 m.
BT 6 Create
4. Explain the working of a dumpy level with a sketch. What are
the various temporary adjustments?
BT 2 Understanding
UNIT 4- LEVELLING APPLICATIONS
Basic Concepts - Different segments - space, control and user segments - satellite configuration - signal
structure - Orbit determination and representation - Anti Spoofing and Selective Availability - Task of control
segment – Hand Held and Geodetic receivers –data processing - Traversing and triangulation. PART – A
Q.No Questions BT Competence1. Define contour interval. BT-1 Remembering
2. What is contour? State the uses of contour. BT-1 Remembering
3. List the limitations of prismoidal formula. BT-1 Remembering
4. What is mass haul diagram? BT-1 Remembering
5. Define cross sectioning and list its applications. BT-1 Remembering
6. State mid ordinate, average ordinate rules, trapezoidal and simpson’s rule.
BT-1 Remembering
7. Summarize the methods of interpolating contours. BT-2 Understanding
8. Differentiate horizontal control and vertical control. BT-2 Understanding
9. Discuss few points on contour gradient.
BT-2 Understanding
10. Explain the graphical methods of determining areas. BT-2 Understanding
11. Show the different methods for computing the volume of earthwork. BT-3 Applying
12. Show the characteristics of contours. BT-3 Applying
13. Illustrate the contour lines for hill and a depression BT-3 Applying
14. Explain mass diagram. Why is it prepared? BT-4 Analysing
15. Compare LS and CS BT-4 Analysing
16. How will you analyze the capacity of the reservoir. BT-4 Analysing
17. Formulate the average end area method and prismoidal method. BT-5 Evaluate 18. What if the contour line crosses a valley at right angles or a stream? BT-5 Evaluate 19. Explain about horizontal equivalent. BT-6 Create
20. Summarize the methods of locating contouring BT-6 Create PART-B
1. What do you mean by contouring? Describe its characteristics with neat sketches. Give suitable examples.
BT-1 Remembering
2. (i) Quote and derive the Simpson’s rule and write down its limitation.
(ii) Describe the direct methods of locating contours (8) BT-1
Remembering
3. What is meant by interpolation of contours? Describe the various
methods used.
BT-1 Remembering
4. Describe the indirect methods of locating contours. BT-1 Remembering
5. From a topograph map, the areas enclosed by contour lines for a
proposed dam are given below. Estimate the volume of water that can be
impounded in this location.
Contour: 300 305 310 315 320
Areas enclosed (hectares): 20 110 440 930 1120
BT-2 Understanding
6. (i) A series of offsets were taken from a chain line to a curved
boundary line at intervals of 15 m in the following order 0, 2.65,
3.80, 4.65, 3.60, 4.95, and 5.85m. Compute the area between the
chain line, curved boundary and end offsets by trapezoidal rule and
Simpon’s rule. (8)
(ii) Describe the various uses of contour maps. (8)
BT-2 Understanding
7 The following perpendicular offsets were taken at 10 metres intervals
from a survey line to an irregular boundary line. 3.25, 5.60, 4.20, 6.65,
8.75, 6.20, 3.25, 4.20, 5.65. Estimate the area using average ordinate
rule, trapezoidal rule and simpson’s rule.
BT-2 Understanding
8 An embankment of width 8 m and side slopes 1:5:1 is required to be
made on a ground which is leveled in a direction transverse to the centre
line. The centre height at 24 m intervals is as follows 0.80, 1.42, 1.90,
2.20, 2.65, 2.20, 2.20, 1.65, 1.30 and 0.90. Calculate the volume of
earthwork to be carried out informing the embankment.
BT-3 Applying
9 The offsets taken at 5 m intervals from a chain line to a curved boundary
are: 0, 4.6, 6.5, 6.8, 5.2, 3.5, 2.2 metres. Calculate the area between the
chain line, the curved boundary line and the end offsets using simpson’s
rule.
BT-3 Applying
10 What considerations would you have while selecting the contour
interval?
BT-4 Analysing
11 Certain field has three straights sides PQ, QR, RS and an irregular side
PS. Analyse the area of the field from the following data. PQ = 130m,
QR =200m, PS = 150m, PR = 230m. Offset taken outwards from PS to
the irregular boundary at chain ages 0, 30, 60, 90, 120 and 150 having
BT-4 Analysing
12 (i) The following perpendicular offsets were taken from a chain line
to a hedge: Chainage (m): 0 15 30 45 60 70 80 100 120 140
Offsets (m): 7.6 8.5 10.7 12.8 10.6 9.5 8.3 7.9 6.4 4.4
Plan the area between the survey line, the hedge line and the end offsets
by (a) Trapezoidal rule (b) Simpon’s rule. (8)
(ii) Rewrite the indirect methods of contouring. (8)
BT-5 Evaluate
13 Summarize on grade contour. How will you locate it (a) on the ground (b) on the map?
BT-6 Create
14 (i) The areas enclosed by contours on the upstream face of dam in a
hydro- electric project as Contour(m
) 800 790 780 770 760 750 740 730
Area (hec) 31.41 26.74 24.89 22.23 19.37 17.74 12.91 5.35
The lowest draw down level is 733 m. Asses the full reservoir capacity
(8)
(ii) Explain the direct methods of contouring. (8)
BT-6 Craete
PART-C
1. Discuss the various characteristics and uses of contours with suitable
examples.
BT 2 Understanding
2. A railway embankment is 10m wide with side slopes 2:1. Assuming the
ground to be level in a direction traverse to the centerline, calculate the
volume contained in a length of 150m, the central heights at 30m
intervals beings 2.5, 3.00, 4.00, 3.75, and 2.75 respectively.
BT 1 Remembering
3. Derive the formulas for calculation of areas and Volumes. BT 3 Applying
4. What is a contour line? What is the importance of contour maps in civil
engineering works?
BT 4 Analysing
UNIT 5- THEODOLITE SURVEYING Theodolite - Types - Description - Horizontal and vertical angles - Temporary and permanent adjustments –
Heights and distances– Tangential and Stadia Tacheometry – Subtense method - Stadia constants -
Anallactic lens. PART – A
Q.No Questions BT Level
Competence
1. What is meant by balancing in theodolite surveying? BT-1 Remembering
2. Define transit. BT-1 Remembering
3. List out the steps in temporary adjustments of theodolite surveying. BT-1 Remembering
4. List the different field works to be carried out in theodolite traversing. BT-1 Remembering
5. What is meant by substance bar? BT-1 Remembering
6. Label the fundamental axis of Theodolite. BT-1 Remembering
7. Differentiate between latitude and departure. BT-2 Understanding
8. Describe about anallactic lens BT-2 Understanding
9. In equation D=KS+C, Extend the representation of D,K,S and C. BT-2 Understanding
10. Extend few lines about (a) line of collimation (b) Transiting BT-2 Understanding
11. Discover the reason for taking face left and face right observations. BT-3 Applying
12. Show the different parts of theodolite. BT-3 Applying
13. Illustrate the location and function of plate bubble in a theodolite. BT-3 Applying
14. What do you infer about centring of a theodolite? BT-4 Analysing
15. Compare theodolite and tacheometer. BT-4 Analysing 16. Compare stadia and tangential tacheometry. BT-4 Analysing 17. Invent the errors which are eliminated in measurement of horizontal
angles by repetition method.
BT-5 Evaluate
18. Create the expression for RL of staff above the station in stadia fixed
when line of sight is inclined and staff normal to it.
BT-5 Evaluate
19. Summarize the principle of stadia method. BT-6 Create
20. Recommend the solution to eliminate the parallax in theodolite. BT-6 Create
PART-B 1. Two observations were taken upon a vertical staff by means of a
theodolite, the reduced level of its trunnion axis being 160.95. In the case
of the first, the angle of elevation was 4°36’ and the staff reading 0.75. In
the case of second observation, the staff reading was 3.45 and the angle
of elevation 5°48’. Calculate the reduced level of the staff station and its BT - 1
Remembering
2. (i) Collect the elevation of the top of a chimney from the following
data. Instrumentation
Station
Reading in BM Angle of
elevation
Remarks
A 0.862 18º 36’ RL of BM=
421.380m
B 1.222 10º 12’ Distance B=50m
Stations A and B and top of chimney are in the same vertical plane. (10)
ii) Describe the temporary adjustments of theodolite. (6) BT - 1
Remembering
3. The lengths and bearings of lines of closed traverse ABCDE is given
below. Examine the length and bearing of line EA.
Line Length, m Bearing
AB 194.1 85 º 30’
BC 201.2 15 º 00’
CD 165.4 285 º 30
DE 172.6 195 º 30’
BT 2 Understanding
4. Explain the different between tangential and stadia tacheometry. How
will you determine the stadia constants?
BT - 2 Understanding
5. Discuss the method of reiteration for horizontal angle measurement. BT - 2 Understanding
6. Following lengths and bearings were recorded in running a theodolite
traverse in the counter clockwise direction, the length OP and bearing of
PQ having been omitted.
Line Length (m) Reduced bearing
MN 281.4 S 69 º 11’ E
NO 129.4 N 21 º 49’ E
OP ------ N 19 º 34’ W
PQ 142.4 --------
QM 170.2 S 74 º 24’ W
Calculate the length of OP and the bearing of PQ.
BT – 3 Applying
7. Show the expressions for horizontal and vertical distances by stadia
method when the line of sight is inclined, but staff is held vertically and
considering the angle of elevation.
BT – 3 Applying
8. Examine with neat sketch the essentials of a transit theodolite. What are
the different errors in theodolite work? How they are eliminated?
BT – 3 Applying
9. From the following data of a closed traverse PQRS; Analyse the length
and bearing of the line SP
Line Length, m WCB
PQ 85 N 83º 36’ E
QR 137 N 42 º15’ E
RS 67 N 63 º18’ W
BT – 4 Analyse
10. Explain how you would measure with a theodolite (a) Deflection angle
(b) Magnetic bearing of a line
BT - 4 Analyse
11. (a) To find out the distance between two inaccessible points P and Q, the
theodolite is set up at two stations A and B, 1000 m apart and the
following angles were observed: PAQ = 45º, QAB = 57 º, PBA = 56 º
and PBQ = 50 º. Invent the distance PQ. (10)
(b) Prepare a note on balancing of traverse. List out the different
methods of balancing a traverse. (6)
BT - 5 Evaluate
12. It is not possible to measure the length and fix the direction of a line AB
directly on account of an obstruction between the stations A and B. A
traverse ABCD was therefore run and following data was obtained.
Compose the length and direction of line BA.
Line Length, m WCB
AC 45 N 50º E
CD 66 S 70 º E
DB 60 S 30 º E
BT - 5 Evaluate
13. (i) Explain the theodolite traversing by the method of included angles.
(10)
(ii) What is error of closure? How would you determine it? (6)
BT -6 Create
14. Recommend the various methods of horizontal angle using a theodolite. BT - 6 Create
PART-C
1. (i) A theodolite was setup at a distance of 180 m from a light house and
the angle of elevations to its top and depression to its top and depression
to its base were observed as 22°24’ and 1°12’ respectively. Then reading
on a staff held on B.M of R.L 175.590 m was 1.85 m with line of
collimation horizontal. Calculate
(a) Height of the light house.
(b) R.L of top
(ii)A tachometer is set up at an intermediate point on a traverse course PQ
and the following observations are made on a vertically held staff. The
instrument is fitted with an analytic lens with multiplicative constant 100.
BT 3 Applying
2. (i) Explain the essential parts of theodolite? (8)
(ii) Explain the permanent adjustment of theodolite? (8)
BT 2 Understanding
3. Calculate the horizontal and vertical distances using tangential
tacheometry, when Both the observed angles are angle of elevation and
angle of depression.
BT 4 Analysing
4. The measured lengths and bearings of the sides of a closed traverse
ABCDE run in anti-clockwise direction are tabulated below. Calculate
the length of CD and DE.
Line Length, m WCB
AB C N 0º 0’ E
BC 205.7 N 25 º 12’ W
CD - S 75 º 06’ W
DE - S 56º 24’ E
EA 213.4 N 35º 36’ E
BT 6 Create
S. No
Unit
BT1
BT2
BT3
BT4
BT5
BT6
Total Question
1
Unit-1
Part-A 6 4 3 3 2 2 20 Part-B 4 3 2 3 1 1 14 Part-C 1 1 1 1 4
2
Unit-2
Part-A 6 4 3 3 2 2 20 Part-B 4 3 3 2 1 1 14 Part-C 2 1 1 4
3
Unit-3
Part-A 6 4 3 3 2 2 20 Part-B 4 3 3 2 1 1 14 Part-C 1 1 1 1 4
4
Unit-4
Part-A 6 3 2 4 3 2 20 Part-B 4 3 3 2 1 1 14 Part-C 1 1 1 1 4
5
Unit-5
Part-A 6 3 2 4 3 2 20 Part-B 4 3 3 2 1 1 14 Part-C 1 1 1 1 4
