valliammai engineering college … name: surveying i sem : iii question bank (as per anna university...

Prepared By Ms.G.GEETHA, M.E/A.P (O.G) Ms.S.K.DIVYA , M.E/A.P (O.G)

Mr.M.MOHANRAJ, M.E/A.P (O.G)

VALLIAMMAI ENGINEERING COLLEGE

SRM Nagar, Kattankulathur – 603 203

DEPARTMENT OF CIVIL ENGINEERING

SUBJECT CODE: CE6304 YEAR: II

SUBJECT NAME: SURVEYING I SEM : III

QUESTION BANK

(As per Anna University 2013 Regulation)

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

1. What is meant by digital planimeter? BT-1

2. List the different cumulative errors in chain surveying. BT-1

3. Tell the length of one link in engineer’s chain and Gunter’s chain. BT-1

4. Name the instruments/accessories needed to carry out a chain surveying. BT-1

5. List the errors that will occur when the distance between the two points is

measured using tape. BT-1

6. Define ranging. Mention its types. BT-1

7. Distinguish between plane surveying and geodetic surveying. BT-2

8. Discuss about check lines and tie stations. BT-2

9. Describe the principle of surveying. BT-2

10. Differentiate plan and map. BT-2

11. Classify surveying based on accuracy and types of instruments used. BT-3

12. A 100m tape is held 2m out of a line. Calculate the true length. BT-3

13. Show the purpose of optical square. BT-3

14. Explain the use of reciprocal ranging. BT-4

15. Explain in detail about scales. BT-4



16. What do you infer from geodetic surveying? BT-4

17. Design a well-conditioned triangle. BT-5

18. Generalize the basic problems in chaining and ranging. BT-5

19. Summarize a few lines about plane surveying BT-6

20. When would you recommend indirect ranging? BT-6

PART B

1. (i)What are the basic principles of surveying? Describe it. (8)

(ii)What is well conditioned triangle? Describe its significance in surveying.(8)

BT-1

2. (i) Describe the field and office work in chain surveying? (8)

(ii) Examine how you will conduct chain survey to measure a land parcel in

agriculture field. (8)

BT-1

3. (i) Describe the methods of ranging by using a line ranger. (6)

(ii)Show the different methods of overcoming difficulties if there are obstacles

in chaining and ranging both. (10)

BT-1

4. (i) Discuss about the different sources of error in chain surveying. (8)

(ii) Distinguish between cumulative and compensating errors. (8)

BT-2

5. (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. (6)

(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. (10)

BT-2

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

BT-3



per ° C = 3 x 10-6

, Modulus of elasticity (E) = 2.1 x 106 kg/cm

2 and weight of

tape material = 7.8 g/cm3.

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. (6)

(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 length of AD. (10)

BT-3

8. (i) Show the different methods of dropping a perpendicular from a point to

chain. (10)

(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. (6)

BT-3

9. Explain the methods of chaining with neat sketches. While you do chaining to

overcome obstacles for chaining and not for ranging?

BT-4

10. (i) Explain the method of reciprocal ranging. (8)

(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. (8)

BT-4

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. (10)

(ii) A 20 m chain used for a survey was found to be 20.10 m at the beginning

BT-5



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. (6)

12. (i) Prepare a list of accessories required for a chain survey? Explain the

functions of each. (10)

(ii) With a simple sketch, state the construction and use of a cross staff. (6)

BT-5

13. Explain the methods of direct and indirect ranging in detail. BT-6

14. Explain the various corrections in chain surveying. BT-6

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

1. What is the use of trough compass in plane table surveying? BT-1

2. List the advantages of plane table surveying. BT-1

3. Define Magnetic Dip and Declination. BT-1

4. State three point problem. BT-1

5. Why Eastern and Western ends are interchanged in Surveyor’s compass. BT-1

6. List the accessories used in plane table surveying. BT-1

7. Distinguish between true bearing and magnetic bearing. BT-2

8. Summarize profile leveling and state its application. BT-2

9. Discuss about different methods of Orientation in plane table surveying. Why

is it done and which method is preferable? BT-2

10. Discuss the term bearings and its types. BT-2

11. Calculate the reduced bearing values for the whole circle bearings 150° and

270°. BT-3

12. Show the effects of balancing back sight and fore sight in compass surveying. BT-3

13. Change the following whole circle bearing to reduced bearing:

(a) 151° 20’ (b) 332° 40’ BT-3



14. Explain about alidade and its uses. BT-4

15. Explain about meridian and its types. BT-4

16. Compare the whole circle bearing and reduced bearing. BT-4

17. State any two lahman’s rule. BT-5

18.

Rewrite

(a) 124° 30’ to RB

(b) N10°48’W to WCB

BT-5

19. Compare true meridian and magnetic meridian. BT-6

20. Explain traversing and mention its uses. BT-6

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° 326°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

2. Describe the following methods (systems) of plane table surveying.

(i)Radiation (4)

(ii)Intersection (4)

(iii)Traversing (4)

(iv)Resection (4)

BT-1

3. Describe the adjustments to be done in plane table and other accessories to

have accurate measurement.

BT-1

4. (i) What is orientation of plane table? Name the methods and explain any one

of it. (8)

BT-1



(ii) What are the different types of errors in plane table surveying? How

would you minimize them? (8)

5. (i) Compare two point and three point problem in plane tabling (6)

(ii) Describe the uses of plane tabling in detailed surveying (10)

BT-2

6. (i) Discuss the working principle of prismatic compass in detail. (10)

(ii) Differentiate Prismatic compass and Surveyor’s compass (6)

BT-2

7. The bearings of the sides of a traverse ABCDE are as follows:

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’

Calculate the interior angles of the traverse.

BT-3

8. Show which stations are affected by local attraction. Workout correct bearing

of closed traverse ABCDEA


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

9. (i) The following are the bearings taken on a compass traverse.


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

Calculate the interior angles by applying correction for errors. Assume that

BT-3



there is no local attraction.

10. The following bearings were observed with a compass.


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’

Analyse and suspect the local attraction? Find the correct bearings.

BT-4

11. Following are the bearings taken on closed compass traverse


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’

Invent the inerior angles and calculate the corrected bearings.

BT-5

12.

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.


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-5

13 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-6



14. Explain the methods of two point problem in plane table surveying. BT-6

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

1. What is meant by sensitivity of level tube? BT-1

2. Name the different types of leveling staves. BT-1

3. List out the types of levelling instruments. BT-1

4. Define datum. BT-1

5. Define Benchmark and give its types. BT-1

6. What is reduction in leveling?Name the methods. BT-1

7. Discuss about the temporary adjustments of a dumpy level. BT-2

8. Differentiate the fly and check leveling. BT-2

9. Discuss about principles of leveling. BT-2

10. Distinguish fore sight and back sight. BT-2

11. Show the effects of balancing back sight and fore sight. BT-3

12. Calculate the combined correction for value 6000m & 9000m. BT-3

13. Solve the refraction correction for a distance of 6000m and curvature

correction for a distance of 9000m. BT-3

14. Compare the uses of dumpy level and tilting levels. BT-4

15. Explain fly leveling. BT-4

16. Compare positive RL and negative RL. BT-4

17. Invent the distance of visible horizon from the top of the light house, 30.48m

high. BT-5

18. Generalize the different sources of errors in leveling. BT-5

19. Recommend the solution to eliminate the parallax error. BT-6

20. When do you recommend the change point in surveying? BT-6



PART B

1. (i) What are the different sources of error in leveling and explain them in

detail. (10)

(ii) Describe the profile leveling and cross sectional leveling. (6)

BT-1

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

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

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

5. Discuss the effects of curvature and refraction in leveling and their

corrections.

BT-2

6. (i) The points A and B are 1530 m apart across a wide river. The following

levels were taken with a level,

BT-2



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 100 m.

Estimate the true difference of level between A and B and the refraction. (8)

(ii) Discuss the expression for sensitiveness of bubble tube. (8)

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

8. The following consecutive readings were taken with a level and 4 m leveling

staff ground at common interval of 30 m as 0.725 on A, 0.955, 2.875, 3.785,

3.835,0.865, 1.035, 1.785, 2.625, 3.845, 0.965, 1.575 and 2.015 on B. The

elevation of point A is 120.50 m. Makeup level book page, apply usual check

and calculate the reduced levels of points. Also calculate the gradient of line

AB.

BT-3

9. The following consecutive were taken with a level and a 4.0 m staff on a

continuously sloping ground at a common interval of 30 m.

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-3

10. The following records refer to an operation involving reciprocal leveling.

Instrument at Staff reading on Remarks

P Q

P 1.210 2.545 Distance PQ =1315 m

Q 0.580 1.985 RL of Q = 532.130

BT-4



Analyse and find the true RL of P, the combined correction for curvature and

refraction, the collimation error and whether the line of collimation and is

inclined upwards or downwards.

11. (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. (10)

(ii) Prepare short notes on correction for curvature and refraction. (6)

BT-5

12. 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, if RL of first point is 134.00 m.

BT-5

13. (i) Explain the LS and CS method. (8)

(ii) Compare the rise and fall and line of collimation method in reducing

leveling observation. (8)

BT-6

14. Explain

(i) Reciprocal leveling

(ii) Fly leveling

(iii) Differential leveling

(iv) Simple leveling and state where each is used.

BT-6

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

1. Define contour interval. BT-1

2. What is contour? State the uses of contour. BT-1

3. List the limitations of prismoidal formula. BT-1

4. What is mass haul diagram? BT-1

5. Define cross sectioning and list its applications. BT-1

6. State mid ordinate, average ordinate rules, trapezoidal and simpson’s rule. BT-1

7. Summarize the methods of interpolating contours. BT-2

8. Differentiate horizontal control and vertical control. BT-2

9. Discuss few points on contour gradient. BT-2

10. Explain the graphical methods of determining areas. BT-2

11. Show the different methods for computing the volume of earthwork. BT-3

12. Show the characteristics of contours. BT-3

13. Illustrate the contour lines for hill and a depression. BT-3

14. Explain mass diagram. Why is it prepared? BT-4

15. Compare LS and CS. BT-4

16. How will you analyse the capacity of the reservoir. BT-4

17. Formulate the average end area method and prismoidal method. BT-5

18. What if the contour line crosses a valley at right angles or a stream? BT-5

19. Explain about horizontal equivalent. BT-6

20. Summarize the methods of locating contouring. BT-6

PART B

1. What do you mean by contouring? Describe its characteristics with neat

sketches.

BT-1

2. (i) Quote and derive the Simpson’s rule and write down its limitation. (8)

(ii) Describe the direct methods of locating contours (8)

BT-1

3. What is meant by interpolation of contours? Describe the various methods

used.

BT-1

4. Describe the indirect methods of locating contours. BT-1



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

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, 3.70, 4.65, 3.60, 4.95 and 5.85 m

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

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

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 are 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

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

10 Explain about the areas from offsets to a base line. BT-4

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

values 0, 3.2, 1.6, 6.8, 4.0 and 0 respectively.

BT-4



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) : 7.60 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

13 Summarize on grade contour. How will you locate it (a) on the ground (b) on

the map?

BT-6

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(hectares): 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

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

1. What is meant by balancing in theodolite surveying? BT-1

2. Define transit. BT-1

3. List out the steps in temporary adjustments of theodolite surveying. BT-1

4. List the different field works to be carried out in theodolite traversing. BT-1

5. What is meant by substance bar? BT-1

6. Label the fundamental axis of Theodolite. BT-1

7. Differentiate between latitude and departure. BT-2

8. Describe about anallactic lens BT-2

9. In equation D=KS+C, Extend the representation of D,K,S and C. BT-2



10. Extend few lines about (a) line of collimation (b) Transiting BT-2

11. Discover the reason for taking face left and face right observations. BT-3

12. Show the different parts of theodolite. BT-3

13. Illustrate the location and function of plate bubble in a theodolite. BT-3

14. What do you infer about centring of a theodolite? BT-4

15. Compare theodolite and tacheometer. BT-4

16. Compare stadia and tangential tacheometry. BT-4

17. Invent the errors which are eliminated in measurement of horizontal angles by

repetition method.

BT-5

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

19. Summarize the principle of stadia method. BT-6

20. Recommend the solution to eliminate the parallax in theodolite. BT-6

PART B

1. Draw a neat diagram of transit theodolite and describe its essential parts. BT-1

2. (i) Collect the elevation of the top of a chimney from the following data.

Instrumentation Reading in Angle of Remarks

Station BM elevation

A 0.862 18º 36’ RL of BM=

421.380m

B 1.222 10º 12’ Distance AB=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

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’

BT-1



DE 172.6 195 º 30’

4. Explain the procedure carry out temporary and permanent adjustments of

Theodolite.

BT-2

5. Discuss the method of reiteration for horizontal angle measurement. BT-2

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

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

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

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-

10 Explain how would you measure with a theodolite

(a) Deflection angle (8)

(b) Magnetic bearing of a line (8)

BT-4

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: (10)

BT-5



PAQ = 45º, QAB = 57 º, PBA = 56 º and PBQ = 50 º. Invent the distance PQ.

(b) Prepare a note on balancing of traverse. List out the different methods of

balancing a traverse. (6)

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.

Line Length, m Reduced bearing

AC 45 N 50 º E

CD 66 S 70 º E

DB 60 S 30 º E

Compose the length and direction of line BA.

BT-5

13 (a)Explain the theodolite traversing by the method of included angles. (10)

(b)What is error of closure? How would you determine it? (6)

BT-6

14 Recommend the various methods of horizontal angle using a theodolite. BT-6

valliammai engineering college … name: surveying i sem : iii question bank (as per anna university...

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