VALLIAMMAI ENGINEERING COLLEGE SUBJECT CODE: CE6304 SUBJECT NAME: SURVEYING I UNIT 1- FUNDAMENTALS AND CHAIN SURVEYING PART A

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VALLIAMMAI ENGINEERING COLLEGE SRM Nagar, Kattankulathur 603 203 DEPARTMENT OF CIVIL ENGINEERING SUBJECT CODE: CE6304 SUBJECT NAME: SURVEYING I YEAR: II SEM : III QUESTION BANK (As per Anna

conditioned triangles Errors in linear measurement and their corrections - Obstacles - Traversing Plotting applications- enlarging the reducing the figures Areas enclosed by straight line irregular

1 VALLIAMMAI ENGINEERING COLLEGE SRM Nagar, Kattankulathur DEPARTMENT OF CIVIL ENGINEERING SUBJECT CODE: CE6304 SUBJECT NAME: SURVEYING I YEAR: II 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? 2. List the different cumulative errors in chain surveying. 3. Tell the length of one link in engineer s chain and Gunter s chain. 4. Name the instruments/accessories needed to carry out a chain surveying. 5. List the errors that will occur when the distance between the two points is measured using tape. 6. Define ranging. Mention its types. 7. Distinguish between plane surveying and geodetic surveying. 8. Discuss about check lines and tie stations. 9. Describe the principle of surveying. 10. Differentiate plan and map. 11. Classify surveying based on accuracy and types of instruments used. 12. A 100m tape is held 2m out of a line. Calculate the true length. 13. Show the purpose of optical square. 14. Explain the use of reciprocal ranging. BT Explain in detail about scales. BT-4

2 16. What do you infer from geodetic surveying? BT Design a well-conditioned triangle. 18. Generalize the basic problems in chaining and ranging. 19. Summarize a few lines about plane surveying BT 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) 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) 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) 4. (i) Discuss about the different sources of error in chain surveying. (8) (ii) Distinguish between cumulative and compensating errors. (8) 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 mm 2 and the unit weight of steel may be taken as 77 kn/m 3. (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) 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 cm 2, coefficient of thermal expansion of the material

3 per C = 3 x 10-6, Modulus of elasticity (E) = 2.1 x 10 6 kg/cm 2 and weight of tape material = 7.8 g/cm (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 respectively. Calculate the length of AD. (10) 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 m. Area of the plan of the field, surveyed and drawn to a scale of 1 cm = 6 m was 50.4 cm 2. Calculate the true area of the field. (6) 9. Explain the methods of chaining with neat sketches. While you do chaining to overcome obstacles for chaining and not for ranging? 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) 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 m from A along the bank and sets a perpendicular CD on the line BD. If the distance CA is m, determine the distance AB. (10) (ii) A 20 m chain used for a survey was found to be m at the beginning BT-4 BT-4

4 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 m 2. 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) 13. Explain the methods of direct and indirect ranging in detail. BT 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? 2. List the advantages of plane table surveying. 3. Define Magnetic Dip and Declination. 4. State three point problem. 5. Why Eastern and Western ends are interchanged in Surveyor s compass. 6. List the accessories used in plane table surveying. 7. Distinguish between true bearing and magnetic bearing. 8. Summarize profile leveling and state its application. 9. Discuss about different methods of Orientation in plane table surveying. Why is it done and which method is preferable? 10. Discuss the term bearings and its types. 11. Calculate the reduced bearing values for the whole circle bearings 150 and Show the effects of balancing back sight and fore sight in compass surveying. 13. Change the following whole circle bearing to reduced bearing: (a) (b)

5 14. Explain about alidade and its uses. BT Explain about meridian and its types. BT Compare the whole circle bearing and reduced bearing. BT State any two lahman s rule. Rewrite 18. (a) to RB (b) N10 48 W to WCB 19. Compare true meridian and magnetic meridian. BT 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 QR RS ST TP Identify the station affected with local attraction, included angles and the corrected bearings. 2. Describe the following methods (systems) of plane table surveying. (i)radiation (4) (ii)intersection (4) (iii)traversing (4) (iv)resection (4) 3. Describe the adjustments to be done in plane table and other accessories to have accurate measurement. 4. (i) What is orientation of plane table? Name the methods and explain any one of it. (8)

6 5. (ii) What are the different types of errors in plane table surveying? How would you minimize them? (8) (i) Compare two point and three point problem in plane tabling (6) (ii) Describe the uses of plane tabling in detailed surveying (10) 6. (i) Discuss the working principle of prismatic compass in detail. (10) (ii) Differentiate Prismatic compass and Surveyor s compass (6) 7. The bearings of the sides of a traverse ABCDE are as follows: Side Fore Bearing Back Bearing AB BC CD DE EA Calculate the interior angles of the traverse. 8. Show which stations are affected by local attraction. Workout correct bearing of closed traverse ABCDEA Line Fore Bearing Back Bearing AB BC CD DE EA (i) The following are the bearings taken on a compass traverse. Line Fore Bearing Back Bearing AB S E N W BC S W N E CD N W S E DE N E S W EA N E S W Calculate the interior angles by applying correction for errors. Assume that

7 there is no local attraction. 10. The following bearings were observed with a compass. Line Fore Bearing Back Bearing AB BC CD DE EA Analyse and suspect the local attraction? Find the correct bearings. 11. Following are the bearings taken on closed compass traverse BT Line Fore Bearing Back Bearing PQ QR RS ST TP Invent the inerior angles and calculate the corrected bearings. A closed traverse ABCDE was run and the observed bearings of the lines were obtained as given below. Rewrite the observed bearings and correct it for local attraction. Line Fore Bearing Back Bearing AB BC CD DE EA 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

8 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? 2. Name the different types of leveling staves. 3. List out the types of levelling instruments. 4. Define datum. 5. Define Benchmark and give its types. 6. What is reduction in leveling?name the methods. 7. Discuss about the temporary adjustments of a dumpy level. 8. Differentiate the fly and check leveling. 9. Discuss about principles of leveling. 10. Distinguish fore sight and back sight. 11. Show the effects of balancing back sight and fore sight. 12. Calculate the combined correction for value 6000m & 9000m. 13. Solve the refraction correction for a distance of 6000m and curvature correction for a distance of 9000m. 14. Compare the uses of dumpy level and tilting levels. BT Explain fly leveling. BT Compare positive RL and negative RL. BT Invent the distance of visible horizon from the top of the light house, 30.48m high. 18. Generalize the different sources of errors in leveling. 19. Recommend the solution to eliminate the parallax error. BT When do you recommend the change point in surveying? BT-6

9 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) 2. The following staff readings were observed successively with a level, the instrument having been moved after third, sixth and eighth readings , 1.606, 0.988, 2.090, 2.864, 1.262, 0.602, 1.982, 1.044, 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 m. 3. The following staff readings were observed successively with a level. The instrument having been moved after second, fifth and eighth readings , 1.230, 0.750, 2.565, 2.225,1.935, 1.835, 3.220, 3.115, The first staff reading was taken with a staff held on a bench mark of reduced level Collect and enter the readings in the level book form and identify the reduced levels of all the points. 4. Following observations were taken in reciprocal leveling Instrument at Staff reading at A B Remarks A Distance PQ = 1315 m B R.L. of Q = 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. 5. Discuss the effects of curvature and refraction in leveling and their corrections. 6. (i) The points A and B are 1530 m apart across a wide river. The following levels were taken with a level,

10 Level at Readings on A B Near A Near B The error in the collimation adjustment of the level is 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 , 1.235, 1.860, 2.575, 0.735, 1.430, 1.955, 2.875, 0.875, 1.825, Reduced level of the first point is 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. 8. The following consecutive readings were taken with a level and 4 m leveling staff ground at common interval of 30 m as on A, 0.955, 2.875, 3.785, 3.835,0.865, 1.035, 1.785, 2.625, 3.845, 0.965, and on B. The elevation of point A is m. Makeup level book page, apply usual check and calculate the reduced levels of points. Also calculate the gradient of line AB. 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 , 1.535, 1.955, 2.430, 2.985, 3.480, 1.155, 1.960, 2.365, 3.64, 0.935, 1.045, and The reduced level of the first point A was m. 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. 10. The following records refer to an operation involving reciprocal leveling. Instrument at Staff reading on Remarks P Q P Distance PQ =1315 m Q RL of Q = BT-4

11 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 B What is the R.L. of B if that of A is 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) 12. Following readings were observed successively with a leveling instrument. The instrument was shifted after 5th and 11th readings , 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 Design a page of level book and determine the RL of various points, if RL of first point is m. 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) 14. Explain (i) Reciprocal leveling (ii) Fly leveling (iii) Differential leveling (iv) Simple leveling and state where each is used. BT-6 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.

12 PART A 1. Define contour interval. 2. What is contour? State the uses of contour. 3. List the limitations of prismoidal formula. 4. What is mass haul diagram? 5. Define cross sectioning and list its applications. 6. State mid ordinate, average ordinate rules, trapezoidal and simpson s rule. 7. Summarize the methods of interpolating contours. 8. Differentiate horizontal control and vertical control. 9. Discuss few points on contour gradient. 10. Explain the graphical methods of determining areas. 11. Show the different methods for computing the volume of earthwork. 12. Show the characteristics of contours. 13. Illustrate the contour lines for hill and a depression. 14. Explain mass diagram. Why is it prepared? BT Compare LS and CS. BT How will you analyse the capacity of the reservoir. BT Formulate the average end area method and prismoidal method. 18. What if the contour line crosses a valley at right angles or a stream? 19. Explain about horizontal equivalent. BT Summarize the methods of locating contouring. BT-6 PART B 1. What do you mean by contouring? Describe its characteristics with neat sketches. 2. (i) Quote and derive the Simpson s rule and write down its limitation. (8) (ii) Describe the direct methods of locating contours (8) 3. What is meant by interpolation of contours? Describe the various methods used. 4. Describe the indirect methods of locating contours.

13 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: Areas enclosed (hectares): (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) 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, Estimate the area using average ordinate rule, trapezoidal rule and simpson s rule. 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. 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. 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

14 12 (i) The following perpendicular offsets were taken from a chain line to a hedge: Chainage (m): Offsets (m) : 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) 13 Summarize on grade contour. How will you locate it (a) on the ground (b) on the map? 14 (i) The areas enclosed by contours on the upstream face of dam in a hydroelectric project as Contour (m): Area(hectares): The lowest draw down level is 733 m. Asses the full reservoir capacity. (8) (ii) Explain the direct methods of contouring. (8) BT-6 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? 2. Define transit. 3. List out the steps in temporary adjustments of theodolite surveying. 4. List the different field works to be carried out in theodolite traversing. 5. What is meant by substance bar? 6. Label the fundamental axis of Theodolite. 7. Differentiate between latitude and departure. 8. Describe about anallactic lens 9. In equation D=KS+C, Extend the representation of D,K,S and C.

15 10. Extend few lines about (a) line of collimation (b) Transiting 11. Discover the reason for taking face left and face right observations. 12. Show the different parts of theodolite. 13. Illustrate the location and function of plate bubble in a theodolite. 14. What do you infer about centring of a theodolite? BT Compare theodolite and tacheometer. BT Compare stadia and tangential tacheometry. BT Invent the errors which are eliminated in measurement of horizontal angles by repetition method. 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. 19. Summarize the principle of stadia method. BT 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. 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 º 36 RL of BM= m B º 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) 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 º 30 BC º 00 CD º 30

16 DE º Explain the procedure carry out temporary and permanent adjustments of Theodolite. 5. Discuss the method of reiteration for horizontal angle measurement. 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 S 69 º 11 E NO N 21 º 49 E OP --- N 19 º 34 W PQ QM S 74 º 24 W Calculate the length of OP and the bearing of PQ. 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. 8. Examine with neat sketch the essentials of a transit theodolite. What are the different errors in theodolite work? How they are eliminated? 9. From the following data of a closed traverse PQRS; Analyse the length and bearing of the line SP. BT-4- Line Length, m WCB PQ 85 N 83º 36 E QR 137 N 42 º15 E RS 67 N 63 º18 W 10 Explain how would you measure with a theodolite BT-4 (a) Deflection angle (8) (b) Magnetic bearing of a line (8) 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)

17 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. 13 (a)explain the theodolite traversing by the method of included angles. (10) BT-6 (b)what is error of closure? How would you determine it? (6) 14 Recommend the various methods of horizontal angle using a theodolite. BT-6

1. In chain surveying tie lines are primarily provided a) to check the accuracy of the survey b) to take offsets for detail survey c) to avoid long

1. In chain surveying tie lines are primarily provided a) to check the accuracy of the survey b) to take offsets for detail survey c) to avoid long offsets from chain lines d) to increase the number of