survy camp

7/31/2019 Survy Camp www.annaunivprojects.com

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CONTENTS

SL.

NO

DATE EXPERIMENT PG.NO SIGN

1. 12.03.12 RECTANGULAR CONTOURING.

2. 13.03.12 RADIAL CONTOURING

3. 14.03.12 DOUBLE PLANE METHOD.

4. 14.03.12 FLY LEVELLING.

5. 15.03.12 PROFILE LEVELLING

6. 16.03.12 TRIANGULATION.

7. 16.03.12 TRI-LATERATION.


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1.RECTANGULAR CONTOURING

1.1 AIM

To prepare a contour map of the given ground surface by the method of rectangulation.

1.2 INSTRUMENTS USED

1. Dumpy level with tripod

2. Chain

3. Tape

4. Ranging rod

5. Levelling staff

6. Cross staff

7. Arrows

8. Ropes

1.3 PROCEDURE

The dumpy level is the setup at anywhere in the contour area and temporary

adjustments are done.

The boundary area of the contour is marked using lime powder.

The area of the contour is divided into networks of rectangle by lines at right angles

and their corners marked with pegs or arrows.

The contour interval of the sides of the square may from 80X60m preferably the size

of the rectangulation may be uniform.

In every 5m the intervals are taken. Take the bench mark.

After taking the R.L. of the bench mark the corners of these rectangles are surveyed

with leveling instrument.

Each point of the R.L. is to be noted.

Contours having the same R.L. are joint together and contours never intersect with each other

contours.


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NAME OF LOCATION : INSTRUMENT NO :

SURVEYOR : DATE :

STATION B.S I.S F.S H.I R.L REMARKS

B.M 0.590 100.590 100.00

A1 1.300 99.290

A2 1.320 99.270

A3 1.330 99.260

A4 1.320 99.270

A5 1.350 99.240

A6 1.330 99.260

A7 1.340 99.250

A8 1.330 99.260

A9 1.330 99.260A10 1.320 99.270

A11 1.310 99.280

B1 1.320 99.270

B2 1.330 99.260

B3 1.340 99.250

B4 1.370 99.220

B5 1.350 99.240

B6 1.340 99.250

B7 1.320 99.270

B8 1.310 99.280B9 1.330 99.260

B10 1.330 99.260

B11 1.340 99.250

C1 1.320 99.270

C2 1.320 99.270

C3 1.330 99.260

C4 1.340 99.250

C5 1.320 99.270

C6 1.310 99.280

C7 1.310 99.280C8 1.320 99.270

C9 1.320 99.270

C10 1.330 99.260

C11 1.360 99.230

D1 1.290 99.300

D2 1.300 99.290

D3 1.330 99.260


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D4 1.320 99.270

D5 1.350 99.240

D6 1.300 99.290

D7 1.290 99.300

D8 1.310 99.280

D9 1.310 99.280D10 1.300 99.290

D11 1.300 99.290

E1 1.280 99.310

E2 1.280 99.310

E3 1.280 99.310

E4 1.300 99.290

E5 1.280 99.310

E6 1.290 99.300

E7 1.280 99.310

E8 1.280 99.310E9 1.280 99.310

E10 1.280 99.310

E11 1.280 99.310

F1 1.250 99.340

F2 1.250 99.340

F3 1.250 99.340

F4 1.260 99.330

F5 1.270 99.320

F6 1.250 99.340

F7 1.240 99.350F8 1.240 99.350

F9 1.270 99.320

F10 1.260 99.330

F11 1.250 99.340

G1 1.250 99.330

G2 1.260 99.330

G3 1.260 99.340

G4 1.250 99.410

G5 1.180 99.410

G6 1.180 99.390G7 1.200 99.380

G8 1.210 99.360

G9 1.230 99.350

G10 1.240 99.350

G11 1.240 99.460

H1 1.130 99.440


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H2 1.150 99.470

H3 1.120 99.470

H4 1.120 99.440

H5 1.150 99.420

H6 1.170 99.440

H7 1.150 99.390H8 1.200 99.390

H9 1.200 99.360

H10 1.230 99.380

H11 1.210 99.500

I1 1.090 99.510

I2 1.080 99.550

I3 1.040 99.560

I4 1.030 99.560

I5 1.010 99.580

I6 1.030 99.560I7 1.090 99.500

I8 1.140 99.450

I9 1.140 99.450

I10 1.120 99.470

I11 1.100 99.490

J1 1.010 99.580

J2 0.990 99.600

J3 0.960 99.630

J4 0.960 99.630

J5 0.950 99.640J6 1.000 99.590

J7 1.060 99.530

J8 1.080 99.510

J9 1.100 99.490

J10 1.120 99.470

J11 1.120 99.470

K1 0.980 99.610

K2 0.960 99.630

K3 0.950 99.640

K4 0.940 99.650K5 0.940 99.650

K6 0.990 99.600

K7 1.050 99.540

K8 1.090 99.500

K9 1.090 99.500

K10 1.100 99.490


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ARITHMETIC CHECK

SUM OF B.S-SUM OF F.S = LAST R.L

FIRST R.L

0.591.13 = 99.46100

0.54 =0.54

RESULT:

The contour map has been plotted by using the obtained reduced level

K11 1.130 99.460


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2.RADIAL CONTOURING METHOD

2.1 AIM

To prepare a contour map for the given surface by radial contour method.

2.2 INSTRUMENTS REQUIRED

1. Theodolite with tripod

2. Leveling staff

3. Ranging rods

4. Hammer

2.3 FORMULA USED

D = K s cos 2 + C cos

V = ( K s sin 2)/2 + C cos

2.4 FORMULA DESCRIPTION

D = Distance between the station point and R.L of the point in (m)

K=100 (multiplying constant)

=Vertical angle

v=vertical distance

s=staff intercept

2.5 PROCEDURE

Set the instrument at the station point and do all the temporary adjustmentsrequired.

Then place the leveling staff at the B.M and note down the reading.

Then set the Vernier A and B to O and place the ranging rod at a distance at .Hold the staff at suitable interval of 5m.Note down the reading at all

corresponding point and also note the vertical angle O.

Repeat the same with different angle by keeping the lower clamp fixed and theclamp as movable.

The unknown distance between the reduced levels is calculated by using theabove mentioned formula.


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A contour map is drawn after obtaining the R.L.

2.6 RESULT

The contour map has been plotted with its reduced level


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3.DOUBLE PLANE METHOD

3.1 AIMS

To determine the Reduced Level of two elevated objects and the level difference

betweenthem.

3.2 INSTRUMENTS REQUIRED

1. Theodolite with tripod

2. Levelling staff

3. Cross staff

4. Tape

5. Ranging rods

6. Plumb bob

3.3 PROCEDURE

Setup the theodolite at A and level it accurately with respect to the altitude

bubble

With the vertical verneir set to zero reading & the altitude bubble in the center

of its run,take the reading on the levelling staff kept at the near B.M station

Direct the telescope towards P and bisect it accurately. Clamp both the plates

Read the vertical angle 1 Direct the telescope towards Q by unclamping the upper clamp screw and

bisect it accurately. Clamp both the plates and note horizontal angle 1 and

vertical angle 2

Direct the telescope towards another instrument station B in which it is at a

known distance of 10m from the main instrument and note the horizontal

angle 2

Shift the instrument to the station B and repeat steps 1& 2.

Now direct the telescope towards Q and bisect it accurately. Note the vertical

angle 3 Now direct the telescope towards P and bisect it accurately. Note the

horizontal angle 3 and vertical angle 4

Direct the telescope towards instrument station A and note the horizontal

angle 4


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3.4 RESULT

R.L of P = 113.11m

R.L of Q = 121.50m

Difference elevation between tower P & Q =


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5. PROFILE LEVELLING.

DATE: 15.03.2012.

5.1 INTRODUCTION

5.1.1 LEVELLING

Levelling is a branch of surveying and the objects of which is

1. To find the elevation of given point with respect to a given or assumed datum.

2. To establish point at a given elevation or at different elevation with respect to a given or

assumed datum.

5.1.2 PROFILE LEVELLING

Profile leveling is the process of determining elevation of point at short measured

intervals along a fixed line such as the centre line of a Railway, Highway, or Sewer.

5.1.3 LONGITUDINAL SECTIONING

The fixed line may be a single straight line or it may be composed of a succession of

straight lines or of a series of straight lines connected by curve is known as Longitudinal

Sectioning.

5.1.4 CROSS SECTIONING

Cross sections are run at right angles to the longitudinal profile and on either side of it

for the purpose of lateral outline of the ground surface. They provide the data for estimation

quantities of earth work and for other purposes.

5.2 TERMS USED IN PROFILE LEVELLING

5.2.1 DATUM

Datum is any surface to which elevation are referred.


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5.2.2 BENCH MARK

Bench mark is a relatively permanent point of reference whose elevation with respect to

same assumed datum is known.

5.2.3 BACK SIGHT

Bench mark is the sight taken on a leveling staff held at a point of known elevation.

5.2.4 FORE SIGHT

Fore sight is a sight taken on a rod held at a point of unknown elevation, to ascertain the

amount by which the point is below the line of sight and thus to obtain the elevation of the

station.

Intermediate station is the point, intermediate between two turning point on which only

fore sight is taken to determine the elevation of the station.

5.2.5 CHANGE POINT

Change point is a point o which both fore sight and back sight are taken on a line ofdifferent levels.


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5.3 LONGITUDINAL SECTIONING

5.3.1 AIM

To determine the longitudinal section of the elevated point on the ground surface by

profile leveling.

5.3.2 INSTRUMENT REQUIRED

1. Dumpy level with tripod.

2. Tape.

3. Chain.

4. Cross staff.

5. Levelling staff.

6. Ranging rods.

5.3.3 PROCEDURE

Set up the dumpy level on the instrument station and do all the temporary

adjustments.

Hold the leveling staff on B.M and note the reading as Back sight.

Now hold the leveling staff at starting point and note the reading. At a constant interval of 5m distance, note the reading.

In longitudinal sectioning, necessary change points are adopted upto the end point.

5.3.4 PLOTTING THE PROFILE

The horizontal distances are plotted along the horizontal axis to some scale and the

distances are also marked. The elevations are plotted along the vertical axis. Each ground point isthus plotted by the two co-ordinates. The various points are obtained and jointed by straight

lines.


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CONTINUE,

5.4 CROSS SECTIONING

5.4.1 AIM

To determine the cross section of the elevated point on the ground surface by profile

leveling.

5.4.2 INSTRUMENT REQUIRED

1. Dumpy level with tripod.

2. Tape.

3. Chain.

4. Cross staff.

5. Levelling staff.

6. Ranging rods.

5.4.3 PROCEDURE

Set up the dumpy level on the instrument station and do all the temporary

adjustments.

Hold the leveling staff on B.M and note the reading as Back sight.

By using cross staff, at an offset of 2m interval bisect the ranging rods on either sides

of the longitudinal profile.

Hold the leveling staff at each point and note the longitudinal profile up to the last

station.

5.4.4 PLOTTING THE CROSS SECTION

Cross sections are plotted almost in the same manner as the longitudinal section

except that in this case both the scales are kept equal. The points along the longitudinal section

are plotted at the centre point of the horizontal axis. The points to the left of centre point are

plotted to the left and those to the right are plotted to the right. The points are obtained are joinedby straight lines.


15/22

PROFILE LEVELLING.

PLACE OF SURVEY: THRIUVANNAMALAI INSTRUMENT NO : D/L-04

SURVEYOR NAME: DATE: 15.03.2012

HELPERS : BATCH MEMBERS. CLIMATE: HOT

STATION B.S I.S F.S H.I R.L

CHAINAGE

REMARKSL C R

B.M 1.630 101.630 100.000

1.720 99.910 151.710 99.920 1

1.710 99.920 11.710 99.940 0.5

1.690 99.940 1

1.690 99.940 11.930 99.700 0.5

2.010 99.620 30

1.960 99.670 1

1.910 99.720 11.960 99.670 0.5

1.900 99.730 1

1.980 99.650 11.680 99.950 0.5

1.680 99.950 45

1.660 99.970 11.770 99.860 1

1.720 99.910 0.5

1.680 99.950 1

1.610 100.020 1

1.000 100.630 0.5

1.030 100.600 601.050 100.580 1

1.040 100.590 11.030 100.600 0.5

1.060 100.570 1

2.720 1.050 103.300 100.580 1

2.030 101.270 0.52.050 101.250 75

2.040 101.260 1

2.050 101.250 12.130 101.170 0.5

2.190 101.110 1

2.210 101.090 11.630 101.670 0.5


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1.590 101.710 901.600 101.700 11.630 101.670 11.650 101.650 0.51.680 101.620 1

0.750 1.680 102.370 101.620 10.970 101.400 0.50.970 101.400 1051.040 101.330 11.910 101.180 11.090 101.280 0.51.280 101.090 11.320 101.050 11.250 101.120 0.51.240 101.130 1201.290 101.080 11.330 101.040 11.400 100.970

0.51.580 100.790 11.630 100.740 11.300 101.070 0.51.270 101.100 1351.330 101.040 11.440 100.930 11.440 100.970 0.51.630 100.740 11.790 100.580 10.840 101.530 0.50.860 101.510 150

0.960 101.410 11.130 101.240 10.910 101.460 0.50.950 101.420 11.170 101.200 10.440 101.930 0.50.480 101.890 1500.440 101.930 10.520 101.850 10.510 101.840 0.50.550 101.820 1

0.780 0.600 102.550 101.770 10.940 101.610 0.50.950 101.600

1.000 101.550

1.030 101.520

1.020 101.530

1.310 101.240

1.420 101.130

1.080 101.470


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1.050 101.500

0.980 101.570

1.040 101.510

1.100 101.450

1.160 101.390

1.410 101.150

1.100 101.450

1.170 101.380

1.170 101.380

1.230 101.320

1.150 101.400

1.310 101.240

1.370 101.180

1.450 101.100

1.420 101.130

1.480 101.070

1.530 101.020

1.380 101.170

1.410 101.140

1.430 101.120

1.500 101.050

1.510 101.040

1.510 101.990

1.530 101.020

1.370 101.180

1.340 101.210

1.320 101.230

1.430 101.120

1.340 101.210

1.350 101.200

1.380 101.170

1.410 101.140

1.390 101.160

1.290 101.260

0.460 102.090

0.480 102.070

0.490 102.060

0.520 102.030

0.450 102.100

0.470 102.080

1.230 0.520 103.260 102.030

1.470 101.790

1.300 101.960

1.310 101.950

1.240 101.020

1.360 101.900

1.410 101.850

1.430 101.830

1.380 101.880


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1.450 101.810

1.380 101.880

1.330 101.930

1.380 101.880

1.430 101.830

1.410 101.850

1.420 101.840

1.460 101.800

1.480 101.780

1.440 101.820

1.380 101.880

1.370 101.890

1.360 101.900

0.670 102.590

0.740 102.520

0.800 102.460

0.780 102.480

0.700 102.560

0.730 102.580

0.770 102.530

0.120 102.490

0.250 103.140

0.190 103.070

0.100 103.160

0.240 103.020

0.260 103.000

1.510 0.240 104.530 103.020

1.530 103.000

1.540 102.990

1.550 102.980

1.540 102.990

1.520 103.010

1.570 102.960

1.560 102.970

1.530 103.000

1.500 103.030

1.510 103.020

1.520 103.010

1.570 102.960

1.580 102.950

1.590 102.940

1.420 103.110

1.440 103.090

1.440 103.090

1.460 103.070

1.390 103.140

1.370 103.160

1.350 103.180

0.540 102.990


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0.510 102.020

0.610 102.920

0.600 102.930

0.560 102.970

0.680 102.850

2.100 0.670 104.960 102.860

1.970 102.990

1.970 102.990

2.090 102.870

2.160 102.800

2.120 102.840

2.060 102.900

2.010 102.950

1.720 103.240

1.750 103.210

1.780 103.180

1.770 103.190

1.690 103.270

1.700 103.260

1.690 103.270

0.950 104.010

1.070 103.890

1.110 103.850

1.100 103.860

0.900 104.060

0.870 104.090

0.880 104.080

0.080 104.880

0.120 104.840

0.250 104.710

0.310 104.650

0.080 104.880

0.020 104.940

1.260 0.020 106.200 104.950

1.340 104.860

1.380 104.820

1.560 104.640

1.560 104.640

1.320 104.880

1.300 104.900

1.280 104.920

1.050 105.920

1.120 105.080

1.200 105.000

1.200 105.000

1.140 105.060

1.100 105.100

1.070 105.130

0.390 105.810


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0.380 105.820

0.430 105.770

0.440 105.760

0.420 105.780

0.400 105.800

1.150 0.380 106.970 105.820

1.850 105.120

1.890 105.080

1.910 105.060

1.900 105.070

1.730 105.240

1.710 105.260

1.670 105.300

1.790 105.180

1.850 105.120

1.840 105.130

1.850 105.120

1.780 105.190

1.840 105.130

1.880 105.090

1.940 105.330

1.660 105.370

1.660 105.370

1.670 105.300

1.720 105.250

1.750 105.220

1.770 105.200

0.810 106.160

0.810 106.160

0.820 106.150

0.770 106.200

0.860 106.110

1.000 105.970

2.650 1.070 108.550 105.900

2.330 106.220

2.270 106.280

2.390 106.160

2.360 106.190

2.360 106.190

2.420 106.130

2.420 106.130

2.010 106.540

1.990 106.560

2.030 106.520

2.090 106.460

2.130 106.420

2.160 106.392

2.190 106.360

2.030 106.520


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1.990 106.560

2.060 106.490

2.130 106.420

2.160 106.390

2.220 106.330

1.920 2.260 108.210 106.290

2.050 106.160

2.080 106.130

2.100 106.110

2.070 106.140

2.070 106.140

2.090 106.120

1.990 106.220

1.750 106.460

1.720 106.490

1.810 106.400

1.830 106.380

1.720 106.490

1.760 106.450

1.810 106.400

1.140 107.070

1.190 107.020

1.210 107.000

1.250 106.960

1.170 107.040

1.220 106.990

1.190 107.020

0.080 108.130

0.130 108.080

0.190 108.020

0.240 107.970

0.110 108.100

0.150 108.160

1.890 0.260 109.840 107.950

1.600 108.240

1.620 108.240

1.640 108.240

1.600 108.200

1.660 108.240

1.720 108.180

1.410 108.120

1.410 108.430

1.400 108.430

1.430 108.400

1.470 108.410

1.500 108.370

1.530 108.350

0.970 108.310

1.000 108.870


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1.010 108.840

1.040 108.830

0.990 108.800

1.050 108.850

1.460 1.090 110.210 108.790

1.390 108.820

1.400 108.810

1.420 108.790

1.500 108.710

1.410 108.800

1.450 108.760

1.470 108.740

0.980 109.230

1.040 109.170

1.090 109.120

1.040 109.170

0.960 109.250

1.020 109.190

1.100 109.110

CHECK:

Sum of B.S Sum of F.S = Last R.L First R.L

20.05-10.95 = 109.11-100

9.110 = 9.110

Hence Okay

survy camp

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