ce6404_sur ii vidyarthiplus 2

8/19/2019 CE6404_SUR II Vidyarthiplus 2

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IV Semester Civil CE2254-Surveying II by M.Dinagar A.P / Civil Page 1

QUESTION BANK

DEPARTMENT: CIVIL SEMESTER: IV

SUBJECT CODE / Name: CE 2254 / SURVEYING II

UNIT 1- TACHEOMETRIC SURVEYING

PART – A (2 marks)

1. Why is an anallatic lens provided in tacheometer? (AUC Apr/May 2010)

2. What are the multiplying constant and additive constant of a tacheometer?

(AUC Apr/May 2010)

3. Consider the horizontal distance equation D = KS + C. what are represented by K, S and C.

(AUC Apr/May 2011)

4. What is parallax? How it can be eliminated? (AUC Apr/May 2011)

5. What are the different systems of tacheometric survey? (AUC May/June 2009)

6. What is a base net? (AUC May/June 2009)

7. Define Stadia diagrams. (AUC Nov/Dec 2010)

8. Write any two advantages of tacheometric surveying. (AUC Nov/Dec 2010)

9. What is a tacheometer? (AUC May/June 2012)

10. Enumerate the errors caused due to manipulation and sighting in tacheometric surveying.

(AUC May/June 2012)

11. State the uses of tacheometry. (AUC Nov/Dec 2012)

12. What is subtense bar? What are its advantages? (AUC Nov/Dec 2012)

13. What are the three types of telescope used in stadia surveying?

14. List merits and demerits of movable hair method in tacheometric survey.

15. Compare tangential and stadia method.

16. What is the difference between a theodolite and tacheometer?

17. What is tangential tacheometry?

18. State the use of subtense bar.

19. The readings on a staff held vertically 60 m from a tacheometer were 1.460 and 2.055. The line

of sight was horizontal. The focal length of the objective lens was 24 cm and the distance from

the objective lens to the vertical axis was 15 cm. Calculate the stadia interval.

20. What is the difference between staff intercept and stadia intercept?

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PART – B (16 marks)

1. (i) A vane 3 m above the foot of a staff was sighted at a point 1200 m away from the instrument.

The observed vertical angle was 1° 30'. The reduced level of the instrument station was 250.50

m and the height of the instrument axis is 1.5 m. Find the reduced level of the staff station.

Apply the combined correction for curvature and refraction in finding the R.L. of the station. (8)

(AUC Apr/May 2011)

(ii) Determine the gradient from a point A to a point B from the following observations made with

a tacheometer fitted with an anallatic lens. The constant of the instrument was 100 m and the

staff was held vertically. (8)

(AUC Apr/May 2011)

2. To determine the gradient between two points A and B a tacheometer was set up at another station

C and the following observations were taken, keeping the staff vertical.

Staff at Vertical angle Stadia readings (m)

A + 4 20’ 00’’ 1.300, 1.610, 1.920

B + 0 10’ 40’’ 1.100, 1.410, 1.720

If the horizontal angle ACB is 35 20’ 00’’. Determine the average gradient between A and B,

k = 100, c = 0. (AUC Nov/Dec 2010)

3. In a subtense measurement of a leg of a traverse, two targets were set up at right angles to the line

of sight from the Instrument Station but on a sloping ground. From the following data, calculate the

distance of P and Q from the instrument stations.

Angle of elevation to target at P = 48o 00’

Angle of elevation to target at Q = 12’ 40”

Horizontal angle at instrument subtended by PQ = 1 40’ 20’’

Height of target above ground = 1.600 m

Slope measurement PQ = 28.0 m. (AUC Nov/Dec 2010)

4. Derive the expressions for horizontal and vertical distances by fixed hair method when the line

of sight is inclined and staff is held vertically. (8) (AUC Apr/May 2010)

Inst

station

Staff

stationBearing

Vertical

angleStaff readings

P

A 134° + 10° 32' 1.360, 1.915

B 224° + 05° 06' 1.065, 1.885




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5. Determine the gradient from a point P to point Q from the following observations carried out with

a tacheometer fitted with an anallatic lens.

Inststation

Staffpoint

BearingVerticalangle

Staff readings

O P 340° + 17° 0.760, 1.455, 2.170

O Q 70° + 12° 0.655, 1.845, 3.150

Assume that the staff is held vertical and that the multiplying constant of the instrument is 100.

(8) (AUC Apr/May 2010)

6. Explain the objectives and theory of anallatic lens. (8) (AUC Apr/May 2010)

7. The following are the observation taken by a theodolite.

Inststation

Staffstation

TargetVerticalangle

Staffreading

Remarks

A BM Lower -12° 0.650

RL of B.M.

= 500 mUpper -9° 2.550

A B Lower -6° 1.255

Upper +4° 3.100

Find out the observation of BM and station B and the distance between the BM and station B.


8. Explain how you would compute the horizontal and vertical distances from the instrument

station in the tangential method of tacheometry. With the help of a schematic diagram, deduce

the equations for the horizontal distance and the vertical distance when both the vertical angles

measured are angles of elevation. (AUC Apr/May 2011)

9. A theodolite was set up at a distance of 150 m from a tower. The angle of elevation to the top of

the tower was 10° 08', while the angle of depression to the foot of the tower was 03° 12'. The

staff reading on the B.M. of R.L. 50.217 with the telescope horizontal was 0.880. Find the height

of the tower and the reduced level of the top and foot of the tower. (AUC Apr/May 2011)




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10. Explain the use of a Beaman stadia arc. (8) (AUC May/June 2009)

11. Explain different errors that may arise in stadia. (8) (AUC May/June 2009)

12. Distinguish between vertical and normal holding a staff in tacheometry survey. (6)

(AUC May/June 2009)

13. The following readings were taken with an anallatic tacheometer. The value of the constant was

100 and the staff was held vertically.

Inst

station

Height

of axis

Staff

station

Vertical

angleStaff reading Remarks

A 1.46 B.M -5O 30’ 0.92, 1.76, 2.55 RL of BM

= 209.05 m

A 1.46 B +3O 24’ 0.96, 1.70, 2.45

B 1.40 C +6O 12’ 0.90, 1.97, 3.04

Determine the horizontal distances between A, B and C and also the elevations of the three

stations. (12) (AUC May/June 2009)

14. You are given a theodolite fitted with stadia hairs, the object glass of telescope being known to

have a focal length of 230 mm and to be at a distance of 138 mm from the trunnion axis. You

are told that the multiplying constant for the instrument is believed to be 180. The following

tacheometric readings are then taken from an instrument station A, the reduced level of which is

15.05 m.Inst

atH.I

Sight

to

Vertical

angleStadia readings Remarks

A 1.380 m B +30O 1.225, 1.422, 1.620Staff held vertical

RL of B = 40.940 m

A 1.380 m C +45O 1.032, 1.181, 1.330Staff held normal to

line of sight

Find the distance AB, AC and reduced level of C. (AUC May/June 2012)

15. The vertical angles to vanes fixed at 1 m and 3 m above the foot of staff held vertically at a

station A were 03o 10’ and 050 24’ respectively. Find the horizontal distance and the reduced

level of A if the height of the instrument axis is 138.556 m above datum. (AUC May/June 2012)




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16. A tacheometer was set up at station A and the following readings were obtained on a vertically

held staff.

Inst

stationStaff station Vertical angle Stadia hair readings (m) Remarks

A B.M. -02O 18’ 3.225, 3.550, 3.875

RL of B.M = 425.515 m

A B +08O 36’ 1.650, 2.515, 3.380

Find the distance between A and B, R.L of B. (AUC May/June 2012)

17. Calculate the tacheometric constants from the following readings taken with a tacheometer on

to a vertical staff. (8) (AUC Nov/Dec 2012)

Horizontal distance b/n

inst. and staff (m)

Staff reading (m)

66.3 0.77, 1.10, 1.43

75.3 1.68, 2.055, 2.43

18. A staff held vertically at a distance of 50 m and 100 m from a transit fitted with stadia hairs, the

staff intervals with the telescope normal were 0.494 m and 0.994 m respectively. the instrument

was then set up near a B.M of R.L 1500 m and the readings on the staff held on the B.M was

1.495 m. The staff readings at the station A with staff held vertically and the line of sight

horizontal were 1.00, 1.85, and 2.70. What is the horizontal distance between the B.M and Aand R.L of A. (8) (AUC Nov/Dec 2012)

19. During the course of tacheometric traversing from A to D, the following observations were made

with a theodolite fitted with an anallatic lens.

Line Bearing Vertical angle Staff reading (m)

AB 33o 35’ +5o 45’ 1.050, 1.950, 2.850

BC 115o 50’ +6o 30’ 1.300, 2.165, 3.030

CD 202o 32’ -2o 55’ 1.385, 2.250, 3.115

Assuming the staff was held vertical and the multiplying constant of the instrument as 100,calculate the distance of D from A along the traverse line. Also determine the reduced level of B,

C and D if the reduced level of A is 215.5 m and height of the instrument axis at A, B and C are

respectively 1.45 m, 1.4 m and 1.55 m. (AUC Nov/Dec 2012)




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20. A tacheometer was set up at station A and the following readings were obtained on a vertically

held staff.

Inst at Staff station Vertical angle Hair reading Remarks

A

B.M -2 º 18’ 3.225, 3.550, 3.875R.L. of B.M. is

437.655 mB +8 º 36’ 1.650, 2.515, 3.380

Calculate the horizontal distance from A to B and the R.L. of B, if the constants of the instrument

were 100 and 0.4.

21. Explain how a subtense bar is used with a theodolite to determine the horizontal distance

between two points.

22. A theodolite has a tacheometric multiplying constant of 100 and an additive constant of zero.

The centre reading on a vertical staff held at point B was 2.292 m when sighted from A. If the

vertical angle was +25º and the horizontal distance AB 190.326 m, calculate the other staff

readings and show that the two intercept intervals are not equal. Using these values, calculate

the level of B if A is 37.950 m angle of depression and the height of the instrument is 1.35 m.

23. Explain the different between tangential and stadia tacheometry.

24. How will you determine the stadia constants?

25. A line was leveled tacheometrically with a tacheometer fitted with an anallatic lens, the value of

the constant being 100. The following observations were made, the staff having been held

vertically :

Inst.Station

Ht. of axis(m)

Staffat

Verticalangle

Staffreadings

Remarks

A 1.38 B.M. -1 º 54’ 1.02, 1.720, 2.420

R.L=

638.55 m

-

B 1.38 B +2 º 36’ 1.220, 1.825, 2.430

C 1.40 C +3 º 6’ 0.785, 1.610, 2.435

Compute the elevation of A, B and C.




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UNIT 2 – CONTROL SURVEYING

PART A

1. What is the main principle involved in triangulation? (AUC Nov/Dec 2010)

2. Briefly write on the Effect of curvature of earth. (AUC Nov/Dec 2010)

3. What is meant by phase of a signal? (AUC Apr/May 2010)

4. What do you understand by eccentricity of signal? (AUC Apr/May 2010)

5. What is the object of geodetic surveying? (AUC Apr/May 2011)

6. What do you mean by a well-conditioned triangle? (AUC Apr/May 2011)

7. Give the specification of first order triangulation. (AUC May/June 2009)

8. Name the different corrections to be applied to the length of a base line. (AUC May/June 2009)

9. Triangulation networks for covering a large area are composed of any one or a combination of

basic figures arranged as a series of chains or a connected centralized network. Enumerate any

two such arrangements. (AUC May/June 2012)

10. List any four corrections that may be necessary when measuring the length of a baseline.

(AUC May/June 2012)

11. What is meant by control surveying? (AUC Nov/Dec 2012)

12. What is satellite station and reduction to center? (AUC Nov/Dec 2012)

13. What do you understand by eccentricity of signal?

14. What is meant by third order or tertiary triangulation?

15. Explain the terms true error and most probable error.

16. Name two groups of people involved in the measuring the base line.

17. Enlist the types of signals used in triangulation.

18. What are the corrections to be applied for terrestrial refraction in geodetic surveying?

19. Give the classification of triangulation system.

20. List the equipments used for measurement of base line.

PART B

1. The following observations were made in a trigonometric leveling :

Angle of depression to G at S = 1 45’ 32’’

Height of Instrument at S = 1.180 m

Height of signal at G = 4.220 m

Horizontal distance between G and S = 6945 m

Co-efficient of refraction = 0.07

R sin i = 30.88 m. If RL of S is 345.32 m. Calculate RL of G. (AUC Nov/Dec 2010)




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2. The following reciprocal observations were made at two points M and N.

Angle of depression of N at M = 0 7’ 35’’

Angle of depression of M at N = 0 9’ 05’’

Height of signal at M = 4.820 m

Height of signal at N = 3.950 m

Height of instrument at M = 1.150 m

Height of instrument at N = 1.280 m

Distance between M and N = 36320 m.

Calculate:

i) The R. L. of N if that of M is 395.460 m

ii) The average Co-efficient of refraction at the time of observation.

Take R sin 1’’ = 30.880 m. (AUC Nov/Dec 2010)

3. What is meant by a satellite station and reduction to centre? Derive the expression for reducing

the angles measured at the satellite station to centre. (8) (AUC Apr/May 2010)

4. The following observations were made on a satellite station S to determine angle BAC.

Calculate the angle BAC. (8) (AUC Apr/May 2010)

Line Length Line Bearing

SA 9.500 m SA 0° 00' 00"

AB 2950 m SB 78° 46' 00"

AC 3525 m SC 100° 15' 00"

5. How do you determine the intervisibility of triangulation station? (8) (AUC Apr/May 2010)

6. The elevation of two triangulation stations A and B 150 km apart are 250 m and 1050 m above

MSL. The elevation of two peaks C and D on the profile between satellite stations are 300 m

and 550 m respectively. The distance AC = 50 km and AD = 85 km. design a suitable signal

required at B, so that it is visible from the ground station A. (8) (AUC Apr/May 2010)

7. After measuring the length of a baseline, the correct length of the line is computed by applying

various applicable corrections. Discuss the following corrections and provide expressions for

i) Correction for temperature.

ii) Correction for pull.

iii) Correction for sag. (8) (AUC Apr/May 2011)

8. From an eccentric station S, 12.25 m to the west of the main station B, the following angles

were measured.




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Angle of BSA = 76° 25' 32"

Angle of CSA = 54° 32' 20"

The stations S and C are to the oppose sides of the line AB. Calculate the correct angle ABC if

the length AB and BC are 5286.5 m and 4932.2 m respectively. (8) (AUC Apr/May 2011)

9. A steel tape 20 m long standardized at 55° F with a pull of 98.1 N was used for measuring a

baseline. Find the correction per tape length, if the temperature at the time of measurement was

80° F and the pull exerted was 156.96 N. Weight of 1 cubic metre of steel = 77107 N. weight of

tape = 7.85 N and E = 2.05 x 106 N/mm2. Coefficient of linear expansion of tape per degree

F = 6.2 x 10-6. (AUC Apr/May 2011)

10. Explain the criterion of strength of a figure with reference to a well conditioned triangle. (8)

(AUC May/June 2009)

11. A tape 20 m long of standard length at 290C was used to measure a line, the mean temperature

during measurement being 190C. the measured distance was 882.10 m, the following being the

slopes: 2o 20’ for 100 m; 4o 12’ for 150 m; 1o 06’ for 50 m; 7o 48’ for 200 m; 3o 00’ for 300 m;

5o 10’ for 82.10 m. find the true length of the line if the coefficient of expansion is 6.5 x 10 -6 per

degree F. (8) (AUC May/June 2009)

12. Write short notes on:

i) Opaque signals.

ii) Selection of site for base line.

iii) Satellite station.

iv) Weight of an observation. (AUC May/June 2009)

13. A steel tape of nominal length 30 m was suspended between two supports to measure the

length on a slope of 04o 25’ is 29.861 m. the mean temperature during measurement was 15oC

and pull applied was 120 N. if standard length of the tape was 30.008 m at 27 oC and the

standard pull of 50 N, calculate the correct horizontal length. Take the weight of the tape as

0.16N/m, its cross sectional area equal to 2.75 mm2 coefficient of linear thermal expansion

= 1.2x10-5 per degree Celsius and E = 2.05 x 105 N mm-2. (AUC May/June 2012)

14. Two stations P and Q are 81 km apart. They are situated on either side of a sea. The instrument

axis at P is 39 m above MSL. The elevation of Q is 207 m above MSL. Calculate the minimum

height of the signal at Q. the coefficient of refraction is 0.08 and the mean radius of earth is

6370km. (AUC May/June 2012)

15. Briefly explain the following:

i) Satellite stations

ii) Phase of a signal. (AUC May/June 2012)




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16. Explain about the curvature and refraction correction in trigonometrical leveling. (8)

(AUC Nov/Dec 2012)

17. From a satellite station S, 5.8 m from main triangulation station A, the following directions were

measured.

A = 0o 0’ 0”; B = 132o 18’ 30”; C = 232o 24’ 06”; D = 296o 06’ 11”; AB = 3265.5 m; AC =

4020.2 m; AD = 3086.4 m. determine the directions of AB, AC and AD. (8)(AUC Nov/Dec 2012)

18. How are the triangulation system classified and how triangulation survey work carried out? (8)

(AUC Nov/Dec 2012)

19. A 30 m steel tape was standardized on the fiat and was found to be exactly 30 m under no pull

at 66o F. it was used in catenary to measure a base of 5 bays. The temperature during the

measurement was 92o F and the pull exerted during measurement was 100N. The area of cross

section of the tape was 8 mm2. The specific weight of steel is 78.6 kN/m2. α = 0.63 x 10-5 Fo and

E = 2.1 x 105 N/mm2. Find the true length of the tape. (AUC Nov/Dec 2012)

20. The altitude of two proposed stations A and B, 100 km apart, are respectively 420 m and 700 m.

The intervening obstruction situated at C, 70 km from A as an elevation of 478 m. Ascertain if A

and B are intervisible, and if necessary find how much B should be raised so that the line of

sight must be less than 3 m above the surface of the ground.

21. Explain with reference to signals, Non-luminous, luminous and night signals, and phase of

signals.

22. A tape 20 m long of standard length at 29ºC was used to measure a line, the mean temperature

during measurement being 19 ºC. The measured distance was 882.10 meters, the following

being the slopes : 2º 20’ for 100m ; 4º 12’ for 150 m; 1º 6’ for 50m; 7 º 48’ for 200 m; 3 º 00’ for

300 m;5 º 10’ for 82.10 m; Find the true length of the line if the coefficient of expansion is 6.5 x

10-6 per degree F.

23. What are the different methods by which the difference in elevation could be determined? Name

the corrections to be applied.

24. Write short notes on :

i) Selection of site for Base line.

ii) Satellite station.




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UNIT 3 – SURVEY ADJUSTMENTS

PART A

1. Write a note on Accidental Errors. (AUC Nov/Dec 2010)

2. Give any four random errors occur in linear measurements. (AUC Nov/Dec 2010)

3. Define conditioned quantity. (AUC Apr/May 2010)

4. What is meant by weight of an observation? (AUC Apr/May 2010)

(AUC Apr/May 2011)

(AUC Nov/Dec 2012)

5. Differentiate ‘most probable error’ from ‘residual error’. (AUC Apr/May 2011)

6. Distinguish between true error and residual error. (AUC May/June 2009)

7. What do you mean by figure adjustment in triangulation? (AUC May/June 2009)

8. Distinguish between the observed value and the most probable value of a quantity.

(AUC May/June 2012)

9. What are normal equations? (AUC May/June 2012)

10. What are the classifications of errors? (AUC Nov/Dec 2012)

11. Define conditioned quantity.

12. Explain the term constellations of the zodiac.

13. List three types of errors occur in measurement.

14. What are the conditions to be satisfied when correcting the measured angles?

15. Differentiate between conditioned quantity and conditional equation.

16. What are the corrections to be applied to the observed altitude of sun?

17. What are the advantages of total station as compared to a theodolite?

PART B

1. The following are the observed values of the angle A with the corresponding weights.

(i) 51 20’ 30’’ Weight 2

(ii) 51 20’ 28’’ Weight 3

(iii) 51 20’ 29’’ Weight 2.

Determine:

(1) the standard deviation

(2) the standard error of the weighted mean

(3) the probable error of single observation of weight 3

(4) the probable error of the weighted mean. (AUC Nov/Dec 2010)

2. Find the most probable values of the following angles closing the horizontal at a station.




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P = 45 23’ 37’’ Weight = 1

Q = 75 37’ 15’’ Weight = 2

R = 125 21’ 21’’ Weight = 3

S = 113 37’ 59’’ Weight = 3. (AUC Nov/Dec 2010)

3. What do you understand by the terms station adjustment and figure adjustment and also explain

the method of adjustment by least squares. (8) (AUC Apr/May 2010)

4. The angles of a triangle ABC recorded were as follows:

Inst station Angle Weight

A 77° 14' 20" 4

B 49° 40' 35" 3

C 53° 04' 53" 2

Give the corrected values of the angles. (8) (AUC Apr/May 2010)

(AUC May/June 2009)

5. What is meant by weight of an observation and enumerate laws of weights giving examples.(8)

(AUC Apr/May 2010)

6. The following are the observed values of an angle

Angle Weight

18° 09' 18" 2

18° 09' 19" 3

18° 09' 20" 2

Determine probable error of observation of weight 3 and that of the weighted arithmetic mean.


7. Find the most probable values of the angles A, B, C from the following observations at a station

P. (AUC Apr/May 2011)




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A = 38° 25' 20" Weight 1

B = 32° 36' 12" Weight 1

A+B = 71° 01' 29" Weight 2

A+B+C = 119° 10' 43" Weight 1

B+C = 80° 45' 28" Weight 2

8. i) Form the normal equations for x, y and z in the following equation of equal weight:

3x + 3y + z – 4 = 0

x + 2y + 2z – 6 = 0

5x + y + 4z – 21 = 0

ii) If the weights of the above equation are 2, 3 and 1 respectively form the normal equations for

x, y and z. (AUC Apr/May 2011)

9. Explain the laws of accidental errors. (8) (AUC May/June 2009)

10. What is meant by triangulation adjustment? Explain the different conditions and cases with

sketches. (8) (AUC May/June 2009)

11. Give the general rules for the adjustments of a geodetic triangle. (8) (AUC May/June 2009)

12. Some leveling was carried out with the following results.

Rise or Fall Weight

P to Q +4.32m 1

Q to R +3.17m 1

R to S +2.59m 1

S to P -10.04m 1

Q to S +5.68 m 2

The R.L of P is known to be 131.31 m above datum. Determine the probable levels of other

points. (AUC May/June 2012)

13. The following are the mean values observed in the measurement of three angles A, B and C at

a station. A 76o 42’ 46.2” Weight 4

A+B 134o 36’ 32.6” Weight 3

B+C 185o 35’ 24.8” Weight 2

A+B+C 262o 18’ 10.4” Weight 1

Calculate the most probable value of each angle using normal equation. (AUC May/June 2012)




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14. Explain the laws of weight. (8) (AUC Nov/Dec 2012)

15. Find the most probable value of the following. (8)

A = 28o 24’ 27.4”

B = 32o 14’ 16.3”

C = 51o 18’ 18.8”

A+B = 60o 38’ 45.6”

B+C = 83o 32’ 28.2”. (AUC Nov/Dec 2012)

16. Explain the general principles of least squares. (8) (AUC Nov/Dec 2012)

17. Adjust the following angles closing the horizon at a station. (8)

A = 122o 05’ 58.9” weight 1

B = 86o 45’ 16.4” weight 1

C = 72o 50’ 31.2” weight 3

D = 78o 18’ 16.6” weight 1. (AUC Nov/Dec 2012)

18. Explain an eccentric station (satellite station) may be selected in triangulation survey.

19. From a satellite station S, 5.8 m from the main triangulation station A, the following directions

were observed.

Inst station Angle

A 0° 00' 00"

B 132º 18’ 30”

C 296º 6’ 11”

The length AB, AC and AD were computed to be 3265.5 m, 4022.2 m and 3086.4 m

respectively. Determine the directions of AB, AC and AD.

20. How will you obtain error from direct observations of unequal weights on a single quantity?

21. Explain the different “Laws of weights” as applicable to the theory of errors.

22. The following angles were measured at a station ‘O’ so as to close the horizontal angles:

Adjust the angles by method of correlates.

Inst station Angle Weight

AOB 83 º 42’ 28.75” 3

BOC 102 º 15’ 43.26” 2

COD 94 º 38’ 27.2” 4

DOA 79 º 23’ 23.77” 2




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23. Find the most probable value of angles A, B and C of a triangle ABC, from the following

observation equations:

Inst station Angle

A 68 º 12’ 36”

B 53 º 46’ 12”

C 58 º 01’ 16”

UNIT 4 – ASTRONOMICAL SURVEYING

PART A

1. Define Celestial Horizon. (AUC Nov/Dec 2010)

2. What is meant by solar Apparent Time? (AUC Nov/Dec 2010)

3. What is equation of time? (AUC Apr/May 2010)

4. Distinguish between latitude and co-latitude. (AUC Apr/May 2010)

5. Distinguish between the ‘Zenith’ and ‘Nadir’. (AUC Apr/May 2011)

6. Differentiate ‘Tropic of cancer’ from ‘Tropic of Capricorn’. (AUC Apr/May 2011)

7. Explain the term “sidereal time”. (AUC May/June 2009)

8. What is the correction for parallax when the altitude of celestial body is observed?

(AUC May/June 2009)

9. Define the right ascension (R.A). (AUC May/June 2012)

10. Enumerate the properties of a spherical triangle. (AUC May/June 2012)

11. Define celestial sphere and azimuth axis. (AUC Nov/Dec 2012)

12. What is Latitude and Longitude? (AUC Nov/Dec 2012)

13. What are the types of night signals to be used in triangulation survey?

14. Give the relationship for conversion of sidereal time to mean time.

15. Describe nautical almanac.

16. What is the relation between the Right ascension and Hour Angle?

17. Distinguish between sidereal time and standard time.

18. What is meant by declination?

19. What are the kinds of errors possible in survey work?

20. What are the corrections to be applied to the observed altitude of sun?




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PART B

1. Briefly explain Latitude by Prime Vertical transit and the effect of errors. (8) (AUC Nov/Dec 2010)

2. At a point in latitude 55 46’ 12’’ N, the altitude of sun’s centre was found to be 23 17’ 32’’ at 5h 17m,

P.M. (G.M.T.) The horizontal angle at the R.M. and Sun’s centre was 68 24’ 30’’. Find the azimuth

of the sun.

Data:

i) Sun’s declination of G.A.N. on day of observation = 170 46’ 52’’ N

ii) Variation of declination per hour = –37’’

iii) Refraction of altitude 23 20’ 00’’ = 0 2’ 12’’

iv) Parallax for altitude = 0 0’ 8’’

v) Equation of time (App. – Mean) = 6m 0s (IRSE). (8) (AUC Nov/Dec 2010)

3. Find the latitude of the place from the following data : Longitude of the place, 108 30’ 00’’ W

Altitude of Sun’s upper limb 42 12’ 40’’

L.M.T. of observation: 2h 50m P.M.

Date of observation: Dec 15, 1947

Sun’s declination at 0 hour on Dec. 15, 1947: 23o 12’ 18.6”

Sun’s declination at 0 hour on Dec. 15, 1947

Equation of time at Oh on Dec. 15 = + 6m 18.5s, decreasing at 1.2s per hour.

Sun’s semi–diameter = 0 15’ 16.4’’. (AUC Nov/Dec 2010)

4. What is the equation of time? Show that it vanishes four times a year. (8) (AUC Apr/May 2010)

5. Determine the hour angle and declination of star from the following data:

Altitude of star = 22° 30'

Azimuth of the star = 145° E

Latitude of the observer = 49° N. (8) (AUC Apr/May 2010)

6. What are parallax and refraction and how do they affect the measurements of vertical angles in

astronomical work? (8) (AUC Apr/May 2010)

7. If the GST of GMN is 13h 29m 28s, what will be the HA of the star of RA 22h 19m 20s at a place in

longitude 120° 32' W at 2.10 AM, GMT the same day. (8) (AUC Apr/May 2010)

8. Describe the Napier’s rules of circular parts in obtaining the solution of right angle spherical

triangle. (8) (AUC Apr/May 2011)




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9. Find the shortest distance between two places A and B, given that the latitudes of A and B are

15° 00' N and 12° 06' N and their longitudes are 50° 12' E and 54° 00' E respectively. Find also

the directions of B on the great circle route. Radius of the earth = 6370 km. (8)

(AUC Apr/May 2011)

10. Write a detailed note:

i) Sidereal time

ii) Solar apparent time. (8) (AUC Apr/May 2011)

11. The following observations of the sun were taken for azimuth of a line in connection with a

survey.

Mean time = 16h 30m

Mean hour angle between sun and referring object = 18° 20' 30"

Mean corrected altitude = 33° 35' 10"

Declination of the Nautical Almanac = + 22° 05' 36"

Latitude of the place = 52° 30' 20"

Determine the azimuth of the line. (8) (AUC Apr/May 2011)

12. Explain the three systems of coordinates by which the position of a heavenly body can be

specifies. (AUC May/June 2009)

13. Write the procedure for determination of true meridian. (8) (AUC May/June 2009)

14. A star was observed at western elongation at a place in latitudes 52 o 20’ N and latitude

52o 20’ E when its clockwise horizontal angle from a survey line was 105o 49’ 55”. Find the

azimuth of the survey line and the local mean time of elongation given that the stars declination

was 73o 27’ 30” N and its right ascension 14h 50m 54s the GST of GMN being 5h 16m 54s. (8)

(AUC May/June 2009)

15. i) With the help of a sketch, explain the construction of an astronomical triangle. Obtain the

relations existing amongst the spherical coordinates. (8)

ii) Find the GMT corresponding to the LMT 9h 40m 12s A.M. at a place in longitude 42o 36’ W. (4)

iii) Derive an expression for correction for refraction to be applied to the observed or apparent

altitudes of the celestial bodies. (4) (AUC May/June 2012)

16. the mean observed altitude of the sun, corrected for refraction, parallax and level was

36o 14’ 16.8” at a place in latitude 36o 40’ 30” N and longitude 56o 24’ 12” E. the mean watch

time of observation was 15h 49m 12.6”, the watch being known to be about 3m fast on LMT. Find

the watch error given the following:

Declination of sun at the instant of observation = +17o 26’ 42.1”

GMT of GAIN = 11h 56m 22.8s. (AUC May/June 2012)




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17. Find the azimuth of the line QR from the following ex-meridian observations for azimuth.

SI. NO. Object Face Altitude Level

O E

1 Q L - -

2 Sun L 5.4 4.6

3 Sun R 5.2 4.8

4 R R - -

Horizontal Circle Vertical Circle

A B C D

1 30o 12’ 20” 210o 12’ 10” - -

2 112o 20’ 30” 292o 20’ 20” 30o 12’ 20” 24o 30’ 40”

3 293o 40’ 40” 113o 40’ 30” 25o 00’ 00” 25o 01’ 00”

4 211o 50’ 30” 31o 50’ 20” - -

Latitude of station Q = 36o 48’ 30” N

Longitude of station Q = 4h 12m 32s E

Declination of sun at GMN = 01o 32’ 16.8” N decreasing at 56.2” per hour

Mean of LMT of two observations = 4h 15m 30s P.M. by watch

Watch running 4s slow at noon, gaining 0.8s per day

Value of level division = 15o

Correction for horizontal parallax = 8.76”

Correction for refraction = 57” cot (apparent altitude). (AUC May/June 2012)

18. Explain about Mean solar time and Standard time system. (8) (AUC Nov/Dec 2012)

19. Determine the hour angle and declination of a star from the following data.

Altitude of the star = 21o 30’

Azimuth of the star = 140o E

Latitude of the observer = 48o N. (AUC Nov/Dec 2012)

20. Explain about astronomical correction and instrumental correction to be observed altitude and

azimuth. (AUC Nov/Dec 2012)

21. Calculate the sun’s azimuth and hour angle at sunset at a place in latitude 42 º 30’ N, when is

declinations is

(i) 22 º 12’ N and

(ii) 22 º 12’ S.

22. Enumerate and explain the relationships between the coordinates of celestial sphere.




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23. Explain the method of prediction of tide at a place using non-harmonic constants.

24. Calculate the azimuth of the sun and hour angle at sunset at a place in latitude 55 º N, when its

declination is :

i) 20 º N

ii) 30 º N

iii) 15 º S and

iv) 20 º S.

25. A zenith pair observation of a star crossing the meridian was made to determine the latitude of a

place. Refraction correction = - R” cot α.

Star Declination Altitude

X1 15 º 15’ 17” N 62 º 15’ 20” S

X2 70 º 43’ 13” N 62 º 17’ 30” N

UNIT 5 – HYDROGRAPHIC AND ADVANCE SURVEYING

PART A

1. What do you understand by hydrographic surveying? (AUC Nov/Dec 2010)

2. What is meant by soundings? (AUC Nov/Dec 2010)

3. What do you understand by parallax? (AUC Apr/May 2010)

(AUC Nov/Dec 2012)

4. Distinguish between crab and drift. (AUC Apr/May 2010)

5. What do you mean by sounding? (AUC Apr/May 2011)

6. Distinguish between ‘terrestrial photogrammetry’ and ‘aerial photogrammetry’.

(AUC Apr/May 2011)

7. What is meant by scale of a photograph? (AUC May/June 2009)

8. Write the concept of map – marking in cartography? (AUC May/June 2009)

9. What is a fathometer? (AUC May/June 2012)

10. Differentiate between ‘tilted photograph’ and ‘oblique photograph’. (AUC May/June 2012)

11. What are the equipments used for sounding? (AUC Nov/Dec 2012)

12. Distinguish between crab and drift.

13. What is meant by three point problem in hydrographic surveying?

14. Explain the term ‘Cartography’.




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15. What are lunar and solar ides?

16. List two characters of contour lines.

17. State the principle of EDM.

18. Define tilt displacement.

19. Name the different equipments needed for soundings.

20. What are the applications of photogrammetry?

PART B

1. Explain Direction and velocity of current by floats using three methods. (8) (AUC Nov/Dec 2010)

2. Explain the location of floats with two theodolite method. (8) (AUC Nov/Dec 2010)

3. Explain Tilt distortion with neat sketch in photographic method. (AUC Nov/Dec 2010)

4. Write in detail about the methods of locating soundings. (AUC Apr/May 2010)

5. Derive the parallax equation for determining the height from a pair of vertical photographs.(8)

(AUC Apr/May 2010)

6. Two ground points A and B appear on a pair of overlapping photographs which have been taken

from a height of 3600 m above the mean sea level. The base line as measured on the two

photographs is 89.5 mm and 90.5 mm respectively. The mean parallax bar readings for A and B

are 79.32 mm and 30.82 mm. if the elevation of A above the mean sea level is 230.35 m,

compute the elevation of B. (8) (AUC Apr/May 2010)

7. Describe the following methods of locating soundings:

i) By range and one angle on the shore.

ii) By one angle from shore and one angle from the boat.

iii) By intersecting ranges.

iv) By time intervals of the survey vessel. (AUC Apr/May 2011)

8. Explain the following:

i) Scale of a vertical photograph.

ii) Relief displacement on a vertical photograph. (8) (AUC Apr/May 2011)

9. A section line AB appears to be 10.16 cm on a photograph for which the focal length is 16 cm.

The corresponding line measures 2.54 cm on a map which is to a scale 1/50,000. The terrain

has an average elevation of 200 m above mean sea level, Calculate the flying altitude of the

aircraft, above mean sea level, when the photograph was taken. (8) (AUC Apr/May 2011)

10. List the different methods of locating soundings. Explain any two methods.

(AUC May/June 2009)




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11. What is a three point problem in hydrographic surveying? What are the various solutions for the

problem? Explain in detail. (8) (AUC May/June 2009)

12. Explain briefly the different methods of prediction of tides. (8) (AUC May/June 2009)

13. i) With the help of suitable sketches, explain the following methods of locating soundings.

a) Location by range and one angle from the shore.

b) Location by two angles from the shore. (8)

ii) A camera having focal length of 20cm is used to take a vertical photograph of a terrain having

an average elevation of 1500m. What is the height above sea level at which an aircraft must fly

in order to get the scale of 1:8000? (4)

iii) The scale of an aerial photograph is 1 cm = 100 m. the photograph size is 20 cm x 20 cm.

determine the number of photographs required to cover an area of 100 sq.km, if the longitudinal

overlap is 60% and the side lap is 30%. (4) (AUC May/June 2012)

14. Explain the principle underlying “Electronic Distance Measurement”. Write a note on errors in

EDM. (AUC May/June 2012)

15. Given the three shore signals A, B and C and the angles α and β subtended by AP, BP and CP

at the boat P, it is required to plot the position of P (refer figure below). How will you obtain the

position of P using a station pointer? (AUC May/June 2012)

16. write short notes on

i) Electro-magnetic distance measurement

ii) Aerial photograph

iii) Stereoscopy. (AUC Nov/Dec 2012)

17. How to measure angles with the sextant? (8) (AUC Nov/Dec 2012)

18. The following observations were made on three shore stations A, B and C from a sounding boat

at P. stations B and P are on the same side of AC. if angle APB = 30 o 23’, angle BPC = 40o 36’

and angle ABC = 125o 12’. The distance AB = 4220m, BC = 5050m. Determine AP, BP and CP.

(AUC Nov/Dec 2012)

19. Explain the procedure to use fathometer in ocean sounding.




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20. Explain the method of plotting of plain metric maps by radial method.

21. Explain cadastral surveying and its legal values.

22. Explain three point problem and strength fix in hydrographic surveying.

23. A pair of photographs was taken with an aerial camera from an altitude of 500 m above msl.

The mean principle base measured is equal to 90 mm? The difference in parallax between two

points is 1.48 mm. Find the difference in height between two points if the elevation of the lower

point is 500 m above the datum. What will be the difference in elevation if the parallax difference

is 15.5 mm?


ce6404_sur ii vidyarthiplus 2

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