PART-A

1. What is the main principle involved in triangulation (Nov/Dec 2010) 2. Briefly write on the Effect of curvature of earth. (Nov/Dec 2010) 3. What is meant by phase of a signal? (Apr/May 2010) 4. What do you understand by eccentricity of signal? (Apr/May 2010) 5. What is the object of geodetic surveying? (Apr/May 2011) 6. What do you mean by a well-conditioned triangle? (Apr/May 2011) 7. Give the specification of first order triangulation. (May/June 2009) 8. Name the different corrections to be applied to the length of a base line. (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. (May/June 2012)

10. List any four corrections that may be necessary when measuring the length of a baseline. (May/June 2012) 11. What is meant by control surveying? (Nov/Dec 2012) 12. What is satellite station and reduction to center? (Nov/Dec 2012) 13. Describe signals. (May/June 2013) 14. List out corrections for tape. (May/June 2013) 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. 21. What do you understand by eccentricity of signal? 22. What is meant by third order or tertiary triangulation? 23. What is called triangulation? (Apr/May2015) 24. What is the application Gale’s table? (Apr/May2015)

PART-B

1. The following observations were made in a

trigonometric leveling :

Angle of depression to G at S = 10 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. (Nov/Dec 2010).

UNIT-I

CONTROL SURVEYING

Year : 2016-17

Sem. : EVEN

Subject Code : CE 6404

Branch : Civil

Subject Name : SURVEYING II Year/Sem. : II /IV

2. The following reciprocal observations were made at two points M and N. Angle of depression of N at M = 00 7’ 35’’ Angle of depression of M at N = 00 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. (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) (Apr/May 2010)

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

determine angle BAC.Calculate the angle BAC. (8) (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 inter visibility of triangulation station? (Apr/May 10)

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) (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) (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. 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) (Apr/May 2011)

9. (a) What is meant by triangulation? Describe Classification of triangulataon. (May/June 2013)

10. (i) Find the sag correction for 30 11: steel tape under a pull of 80 N in three equal spans of 10 111 each. Mass of one cubic cm of steel

2 7.86 9/cm’. Area ofcroes-section of the tape - 0.10 aq.cm (6) (ii) Describe the different classification of signals? What are the characteristics of a good signal? . (10) (May/June 2013)

11. 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 = 77107N. weight of tape = 7.85N and E = 2.05 x 106 N/mm2. Coefficient of linear expansion of tape per degree F= 6.2 x 10-6.

(Apr/May 2011)

12. Explain the criterion of strength of a figure with reference to a well conditioned triangle.(8) (May/June 2009)

13. 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. (May/June 2009)

14. Write short notes on: i) Opaque signals.

ii) Selection of site for base line. iii) Satellite station. iv) Weight of an observation. (May/June 2009)

15. A steel tape of nominal length 30 m was suspended between two supports

to measure the length on a slope of 4o 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 27oC 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. (May/June 2012)

16. 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. (May/June 2012)

17. Briefly explain the following: i) Satellite stations

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

18.Explain about the curvature and refraction correction in trigonometrical leveling. (Nov/Dec 2012)

19.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) (Nov/Dec 2012) 20. How are the triangulation system classified and how triangulation survey work carried out? (8) (Nov/Dec 2012)

21. 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. (Nov/Dec 2012)

22. 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.

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

24. 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. 25. What are the different methods by which the difference in elevation could be determined? Name the corrections to be applied. 26. Explain the various tape corrections to be made while calculating the length of the base. (Apr/May2015)

27. A Nominal distance of 30m was set out with a 30 m steel tape from a mark

on the top of one peg to a mark on the top of another, the tape being in catenary under a pull of 100 N and at a mean temperature of 700F. the top of one peg was 0.25 m below the top of the other . the top the higher peg was 460 m above the sea level . calculate the exact horizontal distance between the marks on the two pegs and reduce it to mean sea level, if the tape was standardized at a temperature of 600 F in catenary under a pull of (i) 80 N (ii) 120 N (iii) 100 N . Take radius of the earth = 6370 km Density of the tape = 7.86 g/cm3 Section of tape = 0.08 sq.cm. Co- efficient of expansion = 6 x 10-6 per 10 F

Young’s modulus = 2 x 107 N/cm2. (Apr/May2015)

Prepared by:

Mr.M.SIVAKUMAR

ASSISTANT PROFESSOR / CIVIL

UNIT-II

SURVEY ADJUSTMENTS

Year : 2016-17

Sem. : EVEN

Subject Code : CE 6404

Branch : Civil

Subject Name : SURVEYING II Year/Sem. : II /IV

PART-A

1. Write a note on Accidental Errors. (Nov/Dec 2010) 2. Give any four random errors occur in linear measurements. (Nov/Dec 2010) 3. Define conditioned quantity. (Apr/May 2010) 4. What is meant by weight of an observation? (Apr/May 2010,11,Nov/Dec2012) 5. Differentiate ‘most probable error’ from ‘residual error’. (Apr/May 2011) 6. Distinguish between true error and residual error. (May/June 2009) 7. What do you mean by figure adjustment in triangulation? (May/June 2009) 8. Distinguish between the observed value and the most probable value of a quantity. (May/June 2012) 9. What are normal equations? (May/June 2012) 10. What are the classifications of errors? (Nov/Dec 2012) 11. Define most probable value. (May/June 2013) 12. Define correlates. (May/June 2013) 13. Define shift of an observation. (Nov/Dec 2014) 14. What is weight of observation? (Nov/Dec 2014) 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? 18. Define conditioned quantity. 19. Explain the term constellations of the zodiac. 20. List three types of errors occur in measurement 21. What are the conditions to be satisfied when correcting the measured angles? 22. State the principle of least squares. (Apr/May2015) 23. What is true and most probable value? (Apr/May2015)

PART-B

1. The following are the observed values of the angle A with the corresponding weights. (i) 510 20’ 30’’ Weight 2,(ii) 510 20’ 28’’ Weight 3 .(iii) 510 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. (Nov/Dec 2010)

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

a station. P = 450 23’ 37’’ Weight = 1

Q = 750 37’ 15’’ Weight = 2 R = 1250 21’ 21’’ Weight = 3 S = 1130 37’ 59’’ Weight = 3. (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) (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. (Apr/May 2010) (May/June 2009)

5. What is meant by weight of an observation and enumerate laws of weights giving examples.(8) (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. (8) (Apr/May 2010)

7. Find the most probable values of the angles A, B, C from the following observations at a station P. (Apr/May 2011)

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. (Apr/May 2011)

9. Explain the laws of accidental errors. (8) (May/June 2009) 10. What is meant by triangulation adjustment? Explain the different conditions

and cases with sketches. (8) (May/June 2009)

11. Give the general rules for the adjustments of a geodetic triangle(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. (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. (May/June 2012)

14. Explain the laws of weight. (8) (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 =83o32’ 28.2”. (Nov/Dec 2012)

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

18. (i) Define the following terms (1) True error (2) Residual error (3) Most probable error (6) (ii) The angle of triangle ABC were recorded as follows . A = 77014’ 20” weight 4 B = 49040’ 35” weight 3 C = 53004’ 52” weight 2 Give the corrected value of the angles. (10) (May/June 2013) 19. Compute the side of spherical triangle by (i) Spherical method. (ii) Delambre’s method.

(iii) Legendre’s method. (May/June 2013)

20. 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 130º 18’ 30”

C 232º 24’ 6”

D 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.

(Nov/Dec 2014) 21. (i) Find the difference of level of the points A and B and the reduced level of B from the following trigonomentrical leveling data. Horizontal distance between A and B = 5625.389 m Angle of depression from A and B = 1° 28' 34" Height of signal of B = 3.886 m Height of instrument at A = 1.497 m Coefficient of refraction = 0.07 R sin 1” = 30.876 m Reduced level of A = 1265.85 m (ii) Explain the various tape correction to be applied for calculated length of the base line (Nov/Dec 2014) 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

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”

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

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

26. Explain the different “Laws of weights” as applicable to the theory of errors. 27. Find the most probable values of angles A ,B, and C of triangle ABC from the following observation equations:

A = 68012’ 36’’

B = 53046’ 12’’

C = 58001’ 16’’ (Apr/May2015)

28. An angle has been measured under different field conditions, with results as follows:

280 24’ 20’’ 280 20’ 00’’ 280 24’ 40’’ 280 24’ 40’’ 280 24’ 40’’ 280 24’ 20’’ 280 25’ 00’’ 280 24’ 40’’ 280 25’ 20’’ 280 25’ 20’’

Find (i) the probable error of the single observation (ii) Probable error of the mean. (Apr/May2015)

Prepared by:

Mr.M.SIVAKUMAR

ASSISTANT PROFESSOR / CIVIL

UNIT-III

TOTAL STATION SURVEYING

Year : 2016 -17

Sem. : EVEN

Subject Code : CE 6404

Branch : Civil

Subject Name : SURVEYING II Year/Sem. : II /IV

PART-A

1 . What is a total station?

2. Name the parts of a total station and explain any one.

3. List the disadvantages of Total station.

4. What is a carrier wave?

5. List the components of an Electro-optical EDM system.

6. Explain the pulse method adopted in EDM.

7. What is the basis for phase difference method adopted in EDM?

8. Explain the use of target prisms.

9. Compare the microwave and the electro-optical systems adopted in total stations.

10. What are the salient parameters of a total station?

11. How horizontal angle is measured in a total station?

12. Explain Tilting Axis error.

13. List the advantages of Total station.

14. How vertical collimation error is avoided?

15. Explain the merits and demerits of total station.

16. What is the basic principle of total station?

17. What are the Different types of total station?

18. List the basic principle of EDM.

19. What are the measurement are measured in total station.

20. List out the methods used in EDM.

21. Types of sources of error in Total station.

22. What is called trilateration in Modern positioning system? (Apr/May2015)

23. What is a microwave system? (Apr/May2015)

PART-B

1. Enumerate the measuring principle and working principle of electro optical

surveying (total station) with neat sketches. (Apr/May2015)

2. Brief a comparison about microwave system and electro optical systems. Also

bring out the important precautionary measures and maintenance of total

station instrument. (Apr/May2015)

3. Explain briefly about the types of total stations.

4. Enumerate the features of a total station.

5. How electronic theodolite is different from vernier theodolite? Explain the

sources of errors of an electronic theodolite.

6. Explain carrier frequencies used in EDM.

7. Explain microwave EDM system.

8. Explain Electro-optical EDM system.

9. Distinguish between pulse method and phase difference method used in EDMs.

10. Explain Electro- optical Station Instruments.

11. What is the principle behind the linear distance measurement of a total station?

12. How is total station setup over a point during the field work?

13. Describe the steps involved in the initial setting of a total station of a field work.

14. How traversing is performed using a total station?

15. Explain the calibration norms of a total station.

16. Discuss different sources of errors which are encountered in a total station.

17. Explain the calibration procedure of total stations.

18. What is the General Equipment maintenance? Explain.

19. Describe briefly about the classification of total station.

20. How traversing is performed using a total station.

21. What are the advantages and disadvantages of total station?

22. How general Equipment maintenance are performed.

Prepared by:

Mr.M.SIVAKUMAR

ASSISTANT PROFESSOR / CIVIL

PART-A

1. What is GPS?

2. List the Advantages of GPS surveys.

3. Define (a) Point positioning.

(b) Relative positioning.

(c) Static positioning.

(d) Kinetic positioning.

4. Mention any three aims of GPS.

5. What is Space segment?

6. Explain user segment?

7. Explain absolute positioning.

8. Name the modulated L1 signal codes.

9. Explain static technique of surveying with GPS.

10. What are satellite-related errors?

11. What is multipath error?

12. Define differential GPS.

13. What is Doppler shift?

14. What is a hand-held receiver?

15. Explain the Selective Availability?

16. What are the Aims of GPS?

17. Types of GPS.

18. List the sources of error in GPS.

19. Write down basic concepts of GPS.

20. What is mean by OCS?

21. List out the various segments in GPS? (Apr/May2015)

22. What is called anti spoofing? (Apr/May2015)

PART-B

1. With a suitable sketch, explain the salient features of Hand held and Geodetic receivers.

UNIT-IV

GPS SURVEYING

Year : 2016-17

Sem. : EVEN

Subject Code : CE 6404

Branch : Civil

Subject Name : SURVEYING II Year/Sem. : II /IV

(Apr/May2015)

2. Explain the various segments comprising the functioning of GPS with neat

sketches. (Apr/May2015)

3. Discuss the aims of Global Positioning System.

4. Explain the three segments of GPS.

5. Distinguish between Pseudo-range Method and carrier Phase Measurement Method.

6. What are the different types of GPS? Explain.

7. Explain the Task of control segment.

8. Distinguish between Single –Frequency Receivers dual- Frequency Receivers.

9. Explain surveying with GPS.

10. How to improve the performance of a GPS?

11. Discuss the sources of Error in GPS.

12. Describe source of error in GPS. What is meant by Selective Availability?

13. What do you understand by Global Positioning System? Give an overview of GPS.

Prepared by:

Mr.M.SIVAKUMAR

ASSISTANT PROFESSOR / CIVIL

UNIT- V

Year : 2016-17

Sem. : EVEN

Subject Code : CE 6404

Branch : Civil

Subject Name : SURVEYING II Year/Sem. : II /IV

PART-A

1. Distinguish between a compound curve and a reverse curve. 2. Reserve curve should never be used in a railway line, why?

3. What is called super-elevation?

4. What is a transition curve?

5. What are the functions of a transition curve?

6. What is the purpose of providing vertical curve in a highway?

7. What is a route survey? What is its purpose?

8. What is grade contour? Describe how to locate it in the field?

9. What is Reconnainance survey?

10. What are lunar and solar tides?

11. What is meant by sounding?

12. What is a great circle?

13. What is meant by celestial sphere?

14. Explain the term sidereal time.

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

16. What is relation between the right ascension and Hour angle?

17. What is “three point problem” in hydrographic surveying? What are the various

solutions for problem? Explain any one method.

18. Enumerate any two properties of a spherical triangle.

19. What is photogrammetry?

20. Explain the need for overlap in aerial photography.

21. What is meant by scale of photograph?

22. What are crab and drift?

23. Differentiate between ‘tilted photograph’ and ‘oblique photograph’.

24. State the difference between lunar tides and tides. (Apr/May2015)

25. Define MSL. (Apr/May2015)

PART-B

1. What is a compound curve? Explain the step by step procedure for setting out a

compound curve. (Apr/May2015)

2. A, B, and C, are three visible stations in a hydrographical survey. The computed

sides of the triangle ABC are: AB, 1000m; BC, 1300 m; and CA, 2000m. outside

this triangle (and near to AC), a station P is established and its position is to be

found by three point resection on A, B, and C, the angles APB and BPC being

respectively 400 30’ and 64000’. Determine the distances PA and PC.(Apr/May15)

3. Name the different equipment needed for soundings.

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

5. Write down the requirements of an ideal transition curve.

6. What is fathometer?

7. Explain the term constellations of the Zodiac.

8. Name the properties of spherical triangle.

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

10. What is meant by Mean Solar Time.

11. Describe nautical almanac.

12. List the uses of photogrammetry.

13. Two straights intersect at a chainage of 1764 m and at a distance deflections

angle of 32o. They are smoothly joined by a 50 curve .Taking the peg interval at

30m, work out the data required to set out the curve by the deflection angles.

14. A composite curve is to be set out with the following data:

Deflection angle = 600

Map speed of vehicle = 80 km per hr

Centrifugal ratio = 1/8

Rate of change of radial acceleration = 0.3m/sec2

Chainage of intersection point = 1150 m

Calculate the radius of circular curve and length of transition curve.

15. Find the shortest distance between two places A and B, given that the latitudes

of A and B are 15000N and 12006’N and their longitudes are 50012’E and 54000’E

respectively. Find also the directions of B on the great circle route. Radius of the

earth = 6370km.

16. Determine the altitude and azimuth of a star from following data: (i) Declination

of star = 9020’S

(ii) Hour angle of star = 3240(iii) Latitude of the observer= 520N

17. The following observation of the sun taken for azimuth of a line in connection

with a survey.

Mean time = 16 h 30 m

Mean hour angle between sun and referring object = 180 20’30“

Mean corrected altitude = 330 35’10“

Declination of the Neonatal Almanac = +220 05’36“

Latitude of the place = 520 30’20“

Determine the azimuth of the line.

18. Explain the uses of reverse curve.

19. How are flying heights and altitudes calculated in aerial photography?

20. Explain the route surveys for highways.

21. What is compound curve? Explain.

Prepared by:

Mr.M.SIVAKUMAR

ASSISTANT PROFESSOR / CIVIL

SURVEYING-II

2 MARKS

UNIT-I

2-Marks

1. Define Tacheometry:

Tacheometry is a branch of angular surveying in which the horizontal and vertical

distances (or) points are obtained by optional means as opposed to the ordinary slower process of

measurements by chain (or) tape.

2. Define Tacheometer:

It is an ordinary transit theodolite fitted with an extra lens called analytic lens.

The purpose of fitting the analytic lens is to reduce the additive constant to zero.

3. Define Analytic lens:

Analytic lens is an additional lens placed between the diaphragm and the objective at a fixed

distance from the objective. This lens will be fitted in ordinary transit theodolite. After fitting this

additional lens the telescope is called as external focusing analytic telescope. The purpose of fitting

the analytic lens is to reduce the additive constant to zero.

4. Define Substance bar:

A Substance bar is manufactured by Mr. Kern. The length of the substance bar is 2m (6ft)

for measurement of comparatively short distance in a traverse. A Substance bar may be used as a

substance base. The length of the bar is made equal to the distance between the two targets.

5. What are the merits and demerits of movable hair method?

Merits:

Long sights can be taken with greater accuracy than stadia

method The error obtained is minimum

Demerits:

The computations are not quicker

Careful observation is essential

6. Fixed hair method:

In this method, the stadia wires are fixed (or) fitted at constant distance apart.

7. Staff intercept:

The difference of the reading corresponding to the top and bottom stadia wires.

8. Stadia intercept:

The difference of the distance between the top and bottom cross hairs.

9. Sub tense method:

In this method stadia interval is variable. The staff intercept is kept fixed while the stadia

interval is variable.

10. The tangential method:

In this method, the stadia hairs are not for taking readings. The readings being taken against

the horizontal cross hair.

11. What are the systems of tacheometry measurements?

The stadia system

The tangential system

Measurement by means of special instrument.

12. What are the types of stadia system?

Fixed hair method, Movable hair method

13. What is the principle of stadia method?

The method is based on the principle that the ratio of the perpendicular to the base is

constant to similar isosceles triangle.

16-Marks

1. The following readings were taken on a vertical staff with a tacheometer fitted with an

anallatic lens and having a constant of 100.

Staff station Bearing Staff readings Vertical

angles

A 47o 10’ 0.940 1.500 2.060 8o0’

B 227o 10’ 0.847 2.000 3.153 -5o0’

Calculate the relative level of the ground at A and B and the gradient between A and B.

2. How do you calculate the horizontal and vertical distances between a instrument station

and a staff station when the line of collimation is inclined to the horizontal and the staff is

held vertically.

3. Explain the procedure of estimating the horizontal and vertical distances where the line of

collimation is inclined to the horizontal and the staff is held normal to the line of

collimation

4. The following notes refer to a line leveled tacheometrically with an anallatic tacheometer,

the multiplying constant being 100:

Inst. Station Height of

axis

Staff Stations Vertical

Angle

Hair readings Remarks

P 1.5 B.M -6o 12’ 0.963,1.515,2.067 R.L of B.M.

= 460.65 m

staff held

vertically.

P 1.5 Q +7o 5’ 0.819,1.341,1.863

Q 1.6 R +12o 27’ 1.860,2.445,3.030

Compute the reduced levels of P.Q and R and the horizontal distances PQ and QR.

5. A tacheometer is setup at an intermediate point at on a traverse course PQ. The following

observations are made on the vertically held staff.

Staff station Vertical angle Staff intercept Arcial hair reading

P 80 36 1 2.350 2.105

Q 6061 2.055 1.895

The Instrument is fitted with an anallactic lens and the constant is too- compute the length

of PQ and R-C of Q that of P being 321.5 m.

6. Calculate the horizontal and vertical distances using tangential tacheometry when both the

observed angles are angle of elevation and angle of depression.

7. Tacheometer was setup at a Station A and readings are taken on vertically held staff at B

were 2.255, 2.605 and 2.955. The line of sight being at an inclination 80 241. Another set

of observation on the vertically held staff at B.M gave the readings 1.640, 1.920 and 2.200

respectively. The inclination of the line of sight being 20 151. Calculate the horizontal

distance between A + B and the elevation of B if the R.C of B.M is 418.685 M. The

constants of the instruments were 100 & 0.30.

UNIT-II

2-Marks

1. Permanent Bench mark:

These are established by different government departments like PWD, Railways, Irrigation

etc., The RL of these points are determined with reference to G.T.S Benchmarks. Points on

rocks, culvert, gate, pillars etc.

2. Temporary Bench mark:

These are established temporarily whenever required. These are generally chosen to close

the day’s work and to start the next days. Points on roofs, walls, basements etc

3. Arbitrary Bench Mark:

When the RL of some fixed Points are assumed, they are termed a arbitrary Bench mark

4. Extension of baseline:

The length of baseline is usually not greater than 10 to 20 km. As it is not a often possible

to sewed a favorable sight for a longer base. They usually practice is therefore to use short

base & Extend it by means. Of forming well conditioned triangles.

5. Trigonometrical levelling:

Trigonometrical levelling is the process of determining the differences of elevation of the

given station from observed vertical angles and known distance.

6. Axis Signal correction :

If the height of the signed is not the same as that of height of the instrument axis above the

station, a correction known as the axis signal correction or eye & objective correction is to

be applied.

7. Geodetic Surveying :

In this surveying, the shape of the earth is taken into account and all the lines lying in the

surface are curved lines. It is used for area greater than 250km2. It is accurate. It is

conducted by great geometrical survey of India.

8. Baseline :

The Base line is laid down with great accuracy of measurement & alignment as it forms

the basis for the computations of triangulation system the length of the base line depends

upon the grades of the triangulation.

9. Laplace Station :

At certain station, astronomical observations for azimuth & longitude are also made on the

station is called Laplace station

10. Triangulation :

Triangulation is nothing but the system consists of not of interconnected triangles. In this

method, knowing the length of one side and three angles, the length of other two sides of

each triangle can be computed.

11. Signals :

A Signal any object such as a pole target erected at a station upon which a sight is taken by

a observer at another station.

12. Satellite Station :

A subsidiary station is established as near the true or principal station as possible, the

station so established is called a satellite station or eccentric station or false station.

13. Reduction to centre:

If the true station were occupied by computing the corrections and apply them algebraically

to the observed values is generally known as reduction of centre.

14. Base net:

A series of triangles connecting the baseline to the main triangulation is called base net.

15. Bench marking :

It is a fined reference point of known elevation.

16. Types of Bench Mark:

Great Trigonometric survey Bench mark

Permanent Bench mark

Arbitrary Bench mark

Temporary Bench mark

17. Equipments used for base line measurement:

Marking stakes or tripod

Straining device

Supporting stakes or tripod

Steel tape

Six number of thermometer.

18. Methods used to measure baseline

Rigid bar method

Wheeler’s method

Jaderin’s method

Hunter’s short base method

Tacheometric method

19. Two types of Trigonometrically leveling:

Plane Trigonometrical levelling Geodetic

Trigonometrical levelling

20. Apparatus used in Baseline:

Rigid Bars

Flexible apparatus

21. Corrections made while calculation of true length

Correction for absolute length

Correction for temperature

Correction for pull or tension

Correction for Sag

Correction for Slope

16-Marks

1. What are the different corrections to be applied while measuring baseline in geodetic

surveying?

2. A steel tape 30m long, standardized at 10 o c with a pull of 100N was used for measuring a

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

was 20oc and pull applied was 150 N. Density of steel = 3000 kg/m3.

Weight of tape=5.88N.

3. What is meant by a “satellite station”?

4. In a trignometrical measurement of the difference in level of two stations P and Q, 10480

m apart, the following data were obtained.

Instrument at P, angle of elevation of Q = 0’15”

Instrument at Q, angle of depression of P = 3’ 33” Height

of instrument at P = 1.42 m.

Height of instrument at Q = 1.45 m.

Height of signal at P = 3.95 m.

Height of signal at Q = 3.92 m.

Find the difference in level between P and Q and the curvature and refraction correction.

Take R sin 1” = 30.38m.

5. From an eccentric Station S, 12.25 metres to the west of the main station B, the following

angles were measured BSC = 760251; CSA = 540321 2011.

The stations S and C are to the opposite sides of the line AB. Calculate the correct

angle ABC if the lengths AB and BC are 5286.5 and 4932.2m respectively.

6. What are the methods of measurement of the base line and explain any two with neat

sketch.

7. A steel tape is 30 m long at a temp of 15ºc when lying horizontal on the ground. Its c/s area

is 0.08 cm2 and weight of 18.kg (18N) and. Co-eff of expansion is 117 x10-7/ºc. The tape

is stretched over 3 supports which are at the same level and at equal intervals.

Calculate the actual length between the end graduations under the following conditions.

Temp = 25ºc, Pull -180 kgt, E = 2.1 x 105 N/cm 2.

UNIT-III

2-Marks

1. Errors:

Mistakes (or) gross Errors

Systematic (or) Cumulative Errors

Accidental (or) Random Errors

2. Mistakes (or) Gauss Errors:

Depends upon the observer, a mistake cannot be corrected unless the observer get training.

The mistakes are errors that arise from inattention, inexperience, carelessness and poor

judgement of confusion in the mind of observer.

3. Systematic Errors:

The systematic error is an error that under the same conditions will always be of the same

size and sign. It is simply due to the error in instrument. These errors may be regarded as

positive or negative according with whether they make the result too small (or) too great.

This effect is cumulative.

4. Accidental Errors:

The Accidental Errors are those which remain after mistakes and systematical errors have

been eliminated and are caused by the combination of reasons beyond the ability of the

observer to control.

5. Classification of Observer Quantity: An observer quantity may be classified as

Independent Quantity

Conditioned Quantity

6. Independent Quantity:

It is the one whose value is independent of the values of other quantities. It bears no relation

with any other quantity and hence change in the other quantities does not affect the value

of this quantity. eg. R.L of B.M

7. Conditioned Quantity:

It is the one whose value is dependent upon the values of one (or) more quantities. Its values

bear a rigid relation to some other quantities. It is also called “dependent quantities”.

8. Conditioned Equation:

The conditioned equation is the equation expressing the relation existing b/w the several

dependent quantities. eg. In a ABC A+B+C= 180 . It is a conditioned equation.

9. Observation:

An observation is a numerical value of the measured quantity and may be either direct (or)

indirect.

10. Direct Observation:

A direct observation is the one made directly on the quantity being determined.

Eg: Measurement of base line.

11. Indirect Observation:

An indirect observation is one in which the observed value is deduced from the

measurement of some related quantities.

Eg: Measurement of Angle by repetition method.

12. Weight of an Observation:

The weight of an observation is a number giving an indication of its precision and trust

worthiness, when making a comparison between several quantities of different worth. If a

certain observation of weight 4 it means that it is 4 times as much reliable as an observation

of weight 1.

When two quantities (or) observations are assumed to be equally reliable, the observed

values are said to be of equal weight (or) of unit weight.

13. Weighted Observations:

Observations are weighted when different weights are assigned to them.

Eg: A=30040’- wt 3

It means A is measured 3 times.

14. Observed value of a Quantity:

An observed value of a quantity is a value obtained when it is corrected for all the known

errors. Observed value = Measured value ± errors (or) corrections.

15. True value of Quantity:

It is the value which is obsolute free from all the errors.

16. True Error:

A true error is the difference b/w the true value of the quantity and its observed value.

True value = True value – observed value

The most probable value of the quantity is the value which is more likely to be the true

value then any other value.

17. Most probable Errors: It is defined as the quantity which added to and subtracted from

the most probable value, fixes the limit within which it is an even chance the true value of

the measured quantity must lie.

18. Residual Error:

It is diff b/w the most probable value of the quantity and its observed value.

Residual Errors = most probable value – observed value

19. Observation Equation:

It is the relation b/w the observed quantity and its numerical value.

20. Normal Equation:

It is the education which is formed by the multiplying each equation by the co-efficient of

the unknown, whose normal equation is to be formed out by adding the equation thus

formed.

16-Marks

1. What do you mean by station adjustment? Explain.

2. The following are the three angles α β and γ observed at a station P closing the horizon,

along with their probable errors of measurement. Determine their corrected values α = 78o

12’ 12” ± 2” β = 136o 48’ 30” ± 4” γ = 144o 59’ 08” ± 5”

3. What do you mean by figure adjustment? Explain

4. Find the most probable values of the angles A, B and C from the following observations at

a station P using method of differences.

A = 38o 25’ 20” wt.1

B = 32o 36’ 12” wt.1

A +B = 71o 01’ 29” wt .2

A + B+ C = 119 o 10’ 43” wt.1

B + C = 80o 45’ 28 wt.2

5. Form the normal equation for x, y, z in the following equations.

3X+3Y+Z-4=0

X+2Y+2Z-6=0

5X+Y+4Z-21=0

Also form the normal equation, if weights of the equations are 2, 3 and 1 respectively.

6. The following angles were measured at a station O so as to close the horizon

A=8304212811.75 wt.3

B=10201514311.26 wt.2

C=9403812711.22 wt.4

D=7902312311.77 wt.2

Adjust the angles by method of correlates.

UNIT- IV

2-Marks

1. Celestial sphere :

It is an imaginary sphere on which the stars appear to lie or to be studded is known as the

Celestial sphere.

2. Zenith (z) :

It is the point on the upper portion of the celestial sphere marked by plumb line above the

observer. It is the point on the celestial sphere immediately above the observer’s station.

3. Nadir (Z’, or, N):

It is the point on the lower portion of the celestial sphere marked by plumb line below the

observer. It is the point on the celestial sphere vertically below the observer’s station.

4. Celestial Horizon:

It is also called true or Rational horizon or geocentric horizon. It is the great circle traced

upon the celestial sphere by that plane which is perpendicular to the zenith –Nadir line and

which passes through the centre of the earth.

5. The terrestrial poles and equator :

The terrestrial poles are the two points in which the earth’s axis of notation meets the earth’s

sphere.

The terrestrial equator is the greet circle of the earth, the plane of which is at right angles

to the axis of notation. The two poles are equidistant from it.

6. The celestial poles and equator :

If the earth’s axis of rotation is produced indefinitely, it will meet the celestial sphere in

two points called the North & South celestial poles (P and P’).

The celestial equator is the great circle of the celestial sphere in which it is intersected by

he plane or terrestrial equator.

7. Sensible horizon:

It is a circle in which a plane passing through the point of observation and tangential to the

earth’s surface intersects with celestial sphere. The line of sight of an accurately leveled

telescope lies in this plane.

8. Visible horizon :

It is a circle of contact, with the earth, of the cone of visual rays passing through the point

of observation.

9. Vertical circle :

A vertical circle of the celestial sphere is great circle passing through the zenith and nadir.

They all cut the celestial horizon at right angles.

10. The Observers Meridian:

The meridian of any particular point is that circle which passes through the zenith and nadir

of the point as well as through the poles.

11. Prime vertical:

It is the particular vertical circle which is at right angles to the meridian and which therefore

passes through the east & west points of horizon.

12. Latitude (θ):

It is the angular distance of any place on the earth’s surface north or south of the equator,

and is measured on the meridian of the place. It is also defined as the angle between the

zenith and the celestial equator.

13. The co-latitude :

The co-latitude of a place is the angular distance from the zenith to the pole. It is the

complement of the latitude and equal to (900- θ).

14. The longitude (Ф):

The longitude of a place is the angle between a fixed reference meridian called the prime

or first meridian and the meridian of the place.

15. The altitude (α):

The altitude of celestial or heavenly body (i.e., a sun or star) is its angular distance above

the horizon, measured on the vertical circle passing through the body.

16. The co-altitude or zenith distance (z):

It is the angular distance of heavenly body from the zenith. It is the complement of the

altitude.

17. The Azimuth:

The azimuth of a heavenly body is the angle between the observer’s meridian and the

vertical circle passing through the body.

18. The Declination:

The declination f a celestial body is angular distance from the plane of the equator,

measured along the star’s meridian generally called the declination circle. Declination

varies from 00 to 900, and is marked + or – according as the body is north or south of the

equator.

19. Hour circle:

Hour circles are great circles passing through the north and south celestial poles. The

declination circle of a heavenly body is thus its hour circle.

20. The hour angle:

The hour angle of a heavenly body is the angle between the observer’s meridian and the

declination circle passing through the body. The hour angle is always measured westwards.

16-Marks

1. Write short notes on

a) Sidereal time c) Mean solar time

b) Solar Apparent time d) Standard time

2. Find the Local mean time at a place in longitude 90o 40’ E. When the standard time is 10

hr, 32min, 34 sec and the standard meridian 82o 30’ E.

3. List the astronomical corrections and explain them?

4. Determine the azimuth and altitude of a star from the following data

Latitude of the observer (θ) = 46o N

Hour angle of star (H) = 45o 45’

Declination of star (S) = + 22o (N)

UNIT-V

2-Marks

1. Hydrographic Survey:

Hydrographic Survey is that branch of surveying which deals with the measurement of

bodies of water. It is the art of delineating the submarine levels, contours and features of

seas, gulfs, rivers and lakes.

2. Sounding :

The measurement of depth below the water surface is called sounding.

3. Tides:

All celestial bodies exert a gravitational force on each other. These forces of attraction

between earth & other celestial bodies cause periodical variations in the level of water

surface, known as tides.

4. Equilibrium Theory :

The earth is covered all around by the ocean of uniform depth. The ocean is capable of

assuming the equilibrium.

5. Mean sea level :

Mean sea level may be defined as the mean level of the sea, obtained by taking the mean

of all the height of the tide as measured at hourly intervals over some states period covering

a whole number of complete tides.

6. Fathometer :

A fathometer is used for ocean sounding where the depth of water is too much and to

make a continuous and accurate record of depth of water below the boat or ship at which it

is installed.

7. Photographic Survey :

It is also called photogrametry. It is a method of surveying in which plant or maps are

prepared from photographs taken from Suitable camera station. It is divided into two.

Terrestrial photography

Aerial photography

8. Photo theodolite:

It is the combination of photo with theodolite and is used for taking photographs &

measuring the angles which the vertical plane of collimation makes with the base line.

9. Stereoscopic pairs:

It means two photos are obtained for a Single object from two point one at each.

10. Parallax:

In normal binocular vision the apparent movement of a point viewed first with one eye and

then the other is known a parallax.

11. Angle of Parallax:

It is the angle of convergence of the two rays of vision.

12. Stereoscopic fusion:

If a pair of photographs is taken of an object from two slightly different positions of the

camera and then viewed by an apparatus which ensures that the left eye sees only the

lefthand picture & right eye is directed to the right hand picture, the two separate images

of the object will fuse together is the brain to provide the observer with spatial impression.

This is known as a Stereoscopic fusion.

13. Stereo pair:

The pair of two such photographs is known as stereo pair. The effect of distortions exist in

a single photograph may be eliminated through a large extend of stereo pairs.

14. Parallax bar:

A parallax bar used to measure difference of two points, consists of a bar which holds

a fixed plate of transparent material near the left end and a movable plate to the right end.

15. Floating mark:

In parallax bar, when the two dots are viewed properly under a stereoscope they fuse into

a single dot called floating mark.

16. Mosaics :

Such an assembly of getting series of overlapping photograph is called mosaic.

17. Types of EDM instrument :

Tellurimeter

Geodimeter

Distomats

18. Cartography :

It is the marking and study of maps in all their aspects. It is an important branch of graphics,

since it is an extremely efficient way of manipulating, analyzing, & expressing ideas, forms

& relationships that occur in two & three dimensional space.

19. Cadastral survey :

Cadastral means, “Registration concern Land Survey”. It is of one of based on national land

survey based on land survey law.

20. Modulation :

Amplitude modulation

Frequency modulation

In amplitude modulation, the carrier wave has constant frequency & the modulating wave

(the measurement wave) in formation is conveyed by the amplitude of the carrier wave. In

the frequency modulation the carrier wave has constant amplitude, while the frequency

varies in proportion to the amplitude of the modulation wave.

21. Methods of Measuring Velocity flow:

Surface float

Sub surface float

Velocity ropes

Picot tube method &Current meter mean.

16-Marks

1. Explain briefly components of hydrographic survey?

2. Comparison between Air photographs and maps

3. What are the methods of locating soundings?

4. Define stereoscope and list out the types of stereoscopes?

5. State the equipment used for soundings and explain them.

6. State stereoscope and explain briefly the basic types of stereoscopes.

7. Explain briefly about the Electro-Magnetic Distance measurement.