ce 2357 survey camp report - model copy

ANNACIVIL BLOG

SURVEY&$035(325702'(/&23<

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SPOT LEVELLING

LOCATION: BEHIND GOONIPALAYAM P.U.P.SCHOOL, GOONIPALAYAM.

AIM: To determine the R.L. of the particular plot by spot levelling. GENERAL:

Spot levelling is one of the method of survey to determine the R.L. of the particular plot.

There are many methods in usage to find out the R.L. This spot levelling is particularly adopted

when there are undulations on the ground. As reducing the interval, we get accurate topography

of the ground that can be levelled as per our requirement the requirement.

INSTRUMENTS REQUIRED:

1. Dumpy level

2. Chain(20m or 30m)

3. Levelling staff

4. Tape

5. Ranging rods

6. Pegs or arrows

7. Tripod



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FIELD PROCEDURE:

1. Mark the area of the plot 30x16 with the help of chain & tape.

2. Fix the ranging rods at the ends and see that the plot is perfectly a rectangle.

3. Make grids of size 5m x 3.2m.

4. Place the instrument & fix it at the place, which covers the maximum points

on the plot.

5. Take the benchmark and note it down in back sight.

6. Using levelling staff take all the readings, which are marked at 3.2m & 5m

intervals and note it down in the intermediate sight.

7. Repeat the process and take all the readings on all points.

8. Tabulate all the readings that are taken properly.



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STA

TIO

N

NO

. B.S

I.S

F.S RISE

FALL R.L

1. 1.940 100.000 B.M 2. 1.720 0.220 100.220 A1 3. 1.640 0.080 100.300 A2 4. 1.440 0.200 100.500 A3 5. 1.430 0.010 100.510 A4 6. 1.320 0.110 100.620 A5

7. 1.260 0.060 100.680 A6 8. 1.530 0.270 100.410 B1 9. 1.550 0.020 100.390 B2

10. 1.470 0.080 100.470 B3 11. 1.410 0.060 100.530 B4 12. 1.340 0.070 100.600 B5 13. 1.300 0.040 100.640 B6 14. 1.500 0.200 100.440 C1 15. 1.440 0.060 100.500 C2 16 1.340 0.100 100.600 C3

.17. 1.300 0.040 100.640 C4 18. 1.650 0.350 100.290 C5 19. 1.300 0.350 100.640 C6 20. 1.500 0.200 100.440 D1 21. 1.430 0.070 100.510 D2 22. 1.350 0.080 100.590 D3 23. 1.320 0.030 100.620 D4 24. 1.740 0.420 100.200 D5 25. 1.630 0.110 100.310 D6 26. 1.580 0.050 100.360 E1 27. 1.470 0.110 100.470 E2 28. 1.460 0.010 100.480 E3 29. 1.430 0.030 100.510 E4 30. 1.610 0.180 100.330 E5

1.540 0.070 100.390 E6 1.550 0.010 B.S F.S RISE FALL

1.940 1.550 2.020 1.630



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CHECK

BS - FS LAST R.L - FIRST R.L 1.940 - 1.550 100.390 - 100.00

0.390 0.390

HENCE O.K.

RESULT: The R.L. of the particular plot is found out by Spot levelling method.



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PLANE TABLE SURVEYING LOCATION: BEHIND P.U.P.SCHOOL, KALAKALODAI AIM: To determine the area of the plot ( ABCDEFA ) by traversing method using plane table. GENERAL: Plane table is the graphical method of surveying in which the field observations and the plotting proceeds simultaneously. INSTRUMENTS REQUIRED:

1. Plane table with tripod 2. Alidade 3. Plumbing fork and plumb bob 4. Sprit level 5. Trough Compass 6. Drawing sheet

THEORY:

METHODS OF PLANE TABLING:

Methods of plane tabling can be divided into four distinct heads

1. Radiation

2. Intersection

3. Traversing

4. Resection

The first two methods are generally employed for locating the details while the other two

methods are used for locating the plane table station



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TRAVERSING:

This method is widely used to lay down survey lines between the instrument stations of a closed (or) unclosed traverse.

PROCEDURE:

a) Consider a fairly level ground and mark the points A, B, C, D, E&F to form closed

traverse.

b) Set the table at A and do initial adjustments. Use plumbing fork for traversing A with the

help of trough compass.

c) With the alidade pivoted about A, sight it to B and draw the ray. Measure AB and scale

off ab to suitable scale. Similarly, draw a ray towards F, measure AF and plot F.

d) Shift the table to the B and do initial adjustment Orient the table accurately by back

sighting A. clamp the table.

e) Pivoting the alidade about b, sights to C. measure BC and plot it on the drawn ray to the

same scale. Similarly, the table can set at other stations and traverse is completed



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CALCULATION:

Area A1 = S (S-a)(S-b)(S-c)

a + b + c 17+ 18 + 15 S = = 2 2 S = 25.2 m A1 = 25.2 (25.2 17) (25.2 18) (25.2 15)

A1 = 606.159 m2 SIMILARLY

A2 = 837.43m2

A3 = 1002.83 m2

TOTAL AREA A = A1 + A2 + A3 = 2446.4 m2

RESULT: The total area of the given closed traverse is 2446.4 m2



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CROSS STAFF SURVEY OF THE POLYGON

LOCATION: BEHIND IHH INSTITUTE, POONDI

AIM: To determine the area of the polygon using a chain and a cross staff.

GENERAL: This survey is done to locate the boundaries of a field and to determine its area. A chain

line is run through the middle of the area which is divided into number of triangles and

trapezoids. The offsets to the boundary are taken in order of their chainages. The distance

measured right or left of the chain line to locate the details like boundaries, culverts, buildings,

etc are called offsets.

APPARATUS:

1. A 20m chain

2. Tape

3. Arrows

4. Ranging Road

5. Cross staff/Optical square/Prism Square.

6. Pegs, wooden hammer etc.

PROCEDURE:

1. Pegs are fixed at the end station A, B, C, D, E,F,G of the Polygon.

2. A chain line is run through A and D which is the middle of the area.

3. The cross staff is fixed on the chain line such that A and G are perpendicular to each

other.

4. The chainages and offsets are taken and tabulated.

5. Similarly the chainages and offsets of j, k, m, n, p are taken and tabulated such that

jG , kB , mF, nC and pE perpendicular to the chain line AD.

6. The sum of the area of triangles and trapezoids of AjG, jGFm , mFEP, pED, ABk

,BknC ,CnD is the required area of the polygon.



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RESULTS OF OFFSETS AND AREAS:

S.NO FIGURE CHAINAGE (m)

BASE (m)

OFFSETS (m)

MEAN (m)

AREA (m2)

1 AjG 0&10 10 0&20 10 100 2 JGFm 10&44 34 20&30 25 850 3 MFEp 44&60 16 0&30 15 240 4 Ped 0&24 24 0&14 7 168 5 ABk 24&60 36 0&14 7 252

Total 1,610 RESULT: The area of the polygon is measured as 1610m2 or 0.1610 hectares.



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HEIGHTS AND DISTANCES

(SINGLE PLANE METHOD USING THEODOLITE)

LOCATION: BEHIND GOONIPALAYAM P.U.P.SCHOOL, GOONIPALAYAM.

AIM: To find the heights and distance of the object using single plane method the foot of the

object being inaccessible.

GENERAL: In the trigonometrical leveling the observation for heights and distances method is very

important. It is the process of determining the differences of the elevations of stations from

observed vertical angle and distance. In order to get the difference in elevation between the

instrument station and the object under observation, this method shall be considered. In this

method the base of the object is inaccessible.

INSTRUMENT REQUIRED: 1. Theodolite

2. Tripod

3. Levelling Staff

PROCEDURE: 1. Set up the Theodolite at O level it accurately with respect to the altitude bubble.

2. Direct the telescope towards the top of the object Q and bisect it accurately. Clamp both

the plates. Read the vertical angle (1).

3. Transit the telescope so that the line of sight is reversed. Mark the second instrument

station R on the ground. Measure the distance the distance OR accurately. Repeat steps 2

and 3 for both face observations. The mean values should be adopted. Station R should

be almost at the level as station O.

4. With the vertical set to zero reading in the staff kept at the near by B.M.



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5. Shift the instrument to R and set up the Theodolite. Measure the vertical angle 2 to Q

with both face observations.

6. With the vertical vernier set to zero reading and the altitude bubble in the centre of its

run, take the reading on the staff kept at the near by B.M.

MODEL CALCULATION:

H = D tan1

Where h = vertical distance between top of the object and the line of sight

D = Horizontal distance between O & Q

D = ___b tan2___ tan1 tan2

Where b = distance between the two instrument station Q and R.

1 = Angle of elevation from A to Q.

2 = Angle of elevation from B to Q.

RL of Q2 = R.L of B.M + S + h

Where S = Staff reading on B.M. taken from both A and B, the reading being the same in both

the cases.



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CALCULATION:

D = ___b tan2___ = 20 tan 43320 =680 m tan1 tan2 tan 43320 - tan42520 H=D tan 1 = 680tan 43320 =54.18 m



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RESULT: The heights of the object is measured to be 54.18m

The distance between the object and the instrument is measured to be 680 m



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RADIAL CONTOURING

LOCATION: INFRONT OF GOONIPALAYAM P.U.P.SCHOOL, GOONIPALAYAM. GENERAL:

Contour is an imaginary line on the ground joining the points of equal elevation. It is a

line in which the surface of the ground is intersected by a level surface.

CONTOUR INTERVAL:

The vertical distance between any two consecutive contours is called contour intervals. In

contour plan the contour intervals should be kept constant, so, the general appearance of the map

is not misleaded. The horizontal distance between two points on two consecutive contours is

known as the horizontal equivalent.

METHODS OF LOCATING CONTOUR:

This depends upon the instruments used. In general the field method may be

classified into

a. Direct method.

b. Indirect method.

DIRECT METHOD: The contour to be plotted in actually traced on the ground. Only those points are surveyed which happen to be plotted.

This method is slow and tedious The fieldwork is two-fold



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1) Vertical method: -

Location of on the contour

2) Horizontal contour: -

Survey of those points

INDIRECT METHOD:

In this method some guide points are selected along a system of straight lines and their elevations are found.

The points are then plotted and contours are drawn by interpolation.



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AIM:

To draw the contour map of the given area. INSTRUMENTS REQUIRED:

1. Theodolite

2. Tape(or) chain

3. Levelling staff.

4. Ranging rods

5. Pegs (or) arrows PROCEDURE:

1. Select a point O as the instrument station.

2. The Instrument is fixed and the preliminary adjustments are made.

3. The telescope is kept at 0-0 in the horizontal scale and focusing the ranging rod at

the point A.

4. Then the staff is kept at a point OA1 , the top, middle and bottom readings and

vertical angles are noted. Readings are taken at any number of possible intervals.

5. When the staff reading of the line OA is over than the telescope is moved at an

angle of 35- 45 to focus the ranging rod at B.

6. Similarly the staff reading on the line OB is taken.

This is repeated up to 360 and the calculations are made to find the elevation.



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STATION POINT

STAFF READING VERTICAL ANGLE

HORIZONTAL ANGLE

REMARKS TOP TOP TOP

A 1.770 1.750 1.720 000000 A1 2.250 2.190 2.150 A2 2.470 2.220 2.190 A3 2.700 2.590 2.400 A4 2.700 2.620 2.610 A5 2.780 2.690 2.580 A6 2.930 2.850 2.680 A7 3.000 2.880 2.740 A8 3.100 2.920 2.800 A9 3.250 2.980 2.920 00000 A10

B 1.550 1.530 1.510 450000 B1 1.540 1.490 1.440 B2 1.550 1.480 1.400 B3 1.410 1.300 1.210 B4 1.130 1.010 0.880 B5 1.620 1.460 1.300 B6 1.380 1.190 1.000 B7 1.200 0.990 0.780 B8 1.180 0.910 0.760 B9 1.220 0.850 0.660 00000 B10

C 1.400 1.220 1.200 900000 C1 1.380 1.350 1.320 C2 1.390 1.350 1.310 C3 1.410 1.360 1.300 C4 1.560 1.480 1.400 C5 1.610 1.500 1.400 C6 1.760 1.620 1.510 C7 1.800 1.610 1.510 C8 1.850 1.640 1.600 C9 1.920 1.700 1.650 00000 C10

D 1.800 1.750 1.720 1350000 D1 1.660 1.610 1.540 D2 1.450 1.370 1.290 D3 1.260 1.150 1.050 D4 1.080 0.940 0.810 D5 0.450 0.290 0.120 D6 0.700 0.650 0.620 D7 0.450 0.550 0.590 D8 0.420 0.510 0.540 D9



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0.350 0.430 0.250 00000 D10 E 1.810 1.780 1.760 1800000 E1 1.550 1.500 1.450 E2 1.420 1.370 1.310 E3 1.280 1.210 1.130 E4 1.130 1.040 0.960 E5 1.020 0.920 0.820 E6 0.900 0.780 0.660 E7 0.790 0.660 0.520 E8 0.710 0.580 0.490 E9 0.650 0.450 0.410 00000 E10

F 1.740 1.710 1.690 2250000 F1 1.600 1.560 1.520 F2 1.480 1.420 1.360 F3 1.330 1.250 1.170 F4 1.260 1.170 1.070 F5 1.140 1.640 0.930 F6 1.040 0.920 0.800 F7 0.850 0.750 0.620 F8 0.790 0.710 0.550 F9 0.650 0.580 0.350 00000 F10

G 1.690 1.640 1.630 2700000 G1 1.720 1.680 1.520 G2 1.840 1.760 1.590 G3 1.720 1.650 1.450 G4 1.680 1.520 1.460 G5 1.580 1.490 1.390 G6 1.460 1.240 1.110 G7 0.990 0.800 0.750 G8 0.880 0.750 0.680 G9 0.760 0.640 0.560 00000 G10

H 1.790 1.770 1.750 3150000 H1 1.650 1.520 1.480 H2 1.590 1.490 1.390 H3 1.490 1.380 1.250 H4 1.380 1.280 1.190 H5 1.200 1.120 1.100 H6 1.110 1.100 0.900 H7 0.900 0.850 0.720 H8 0.880 0.750 0.670 H9 0.760 0.640 0.580 00000 H10



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I 1.860 1.830 1.800 3600000 1.760 1.740 1.720 I1 1.590 1.570 1.550 I2 1.480 1.450 1.430 I3 1.350 1.360 1.320 I4 1.240 1.320 1.280 I5 1.110 1.250 1.190 I6 0.910 0.710 0.510 I7 0.650 0.640 0.630 I8 0.190 0.150 0.700 I9 0.530 0.510 0.500 00000 I10

OBSERVATIONS & FORMULAES: HEIGHT OF INSTRUMENT H1 = 1.032m R.L. OF B.M = 100.000m R.L. OF CORRESPONDING OA LINE = R.L. OF B.M. + D tan S DISTANCE (D) = KSCOS2 + CCOS WHERE K = MULTIPLE CONSTANT

= 100

C = ADDITIVE CONSTANT

= 0



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CALCULATION OF REDUCED LEVELS:

STAFF

AT

STAFF INTERCEPT

S

DISTANCE D=(KSCOS2 +

CCOS )

R.L. OF CORRESPONDING OA

LINE A1 0.030 2.98 99.233 A2 0.060 5.95 99.497 A3 0.090 8.93 99.762 A4 0.115 11.41 99.983 A5 0.150 14.88 100.291 A6 0.180 17.86 100.557 A7 0.210 20.84 100.822 A8 0.240 23.81 101.086 A9 0.275 27.28 101.395

A10 0.300 29.76 101.615

STAFF AT

STAFF INTERCEPT

S


CCOS )

R.L. OF CORRESPONDING OB

LINE B1 0.020 1.98 99.151 B2 0.060 5.95 99.517 B3 0.085 8.43 99.746 B4 0.110 10.91 99.975 B5 0.145 14.38 100.295 B6 0.180 17.85 100.615 B7 0.200 19.83 100.798 B8 0.240 23.80 101.164 B9 0.265 26.28 101.393 B10 0.295 29.25 101.390



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STAFF AT

STAFF INTERCEPT

S


CCOS )

R.L. OF CORRESPONDING

OC LINE C1 0.030 2.98 99.182 C2 0.045 4.48 99.289 C3 0.100 9.95 99.681 C4 0.110 10.94 99.752 C5 0.140 13.93 99.967 C6 0.175 17.41 100.216 C7 0.200 19.89 100.394 C8 0.235 23.38 100.644 C9 0.265 26.36 100.858 C10 0.295 29.35 101.072

STAFF AT

STAFF INTERCEPT

S


CCOS )

R.L. OF CORRESPONDING OD

LINE D1 0.030 2.99 99.105 D2 0.060 5.99 99.242 D3 0.085 8.48 99.356 D4 0.120 11.97 99.515 D5 0.145 14.47 99.629 D6 0.180 17.96 99.789 D7 0.210 20.96 99.926 D8 0.240 23.95 100.063 D9 0.270 26.94 100.199

D10 0.300 29.94 100.336



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STAFF AT

STAFF INTERCEPT

S


CCOS )

R.L. OF CORRESPONDING OE

LINE E1 0.025 2.50 99.021 E2 0.060 6.00 99.096 E3 0.090 9.00 99.160 E4 0.115 11.49 99.213 E5 0.150 14.99 99.288 E6 0.175 17.49 99.341 E7 0.210 20.99 99.416 E8 0.240 23.99 99.480 E9 0.265 26.49 99.533

E10 0.300 29.99 99.608

STAFF AT

STAFF INTERCEPT

S


CCOS )

R.L. OF CORRESPONDING OF

LINE F1 0.030 3.00 99.001 F2 0.065 6.50 99.040 F3 0.090 9.00 99.067 F4 0.120 12.00 99.101 F5 0.150 15.00 99.134 F6 0.175 17.50 99.161 F7 0.230 23.00 99.222 F8 0.240 24.00 99.233 F9 0.270 27.00 99.266 F10 0.300 30.00 99.300



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STAFF AT

STAFF INTERCEPT

S


CCOS )

R.L. OF CORRESPONDING OG LINE

G1 0.030 3.00 99.086 G2 0.060 5.99 99.203 G3 0.090 8.99 99.321 G4 0.115 11.48 99.419 G5 0.150 14.98 99.557 G6 0.180 17.97 99.674 G7 0.200 19.97 99.753 G8 0.240 23.96 99.909 G9 0.265 26.46 100.008

G10 0.300 29.95 100.145

STAFF AT

STAFF INTERCEPT

S


CCOS )

R.L. OF CORRESPONDING OH LINE

H1 0.030 2.99 99.144 H2 0.060 5.98 99.320 H3 0.085 8.47 99.466 H4 0.120 11.96 99.672 H5 0.145 14.45 99.818 H6 0.180 17.94 100.023 H7 0.215 21.43 100.230 H8 0.240 23.92 100.375 H9 0.260 25.91 100.492

H10 0.300 29.99 100.732 RESULT:

The contour map is drawn for the given grid points using Radial contouring .



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PROFILE LEVELLING

(L.S. & C.S.)

LOCATION: PLACEPALAYAM FOREST GUEST HOUSE SURROUNDING ROAD, PLACEPALAYAM.

GENERAL:

Profile levelling is the process of determining the elevation of points at short measured

intervals along a fixed line such as the centerline of a railway, highway, canal or sewer.

FIXED LINE:

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

or a series of lines connected by curves.

AIM: To determine the elevation of points at short measured interval along the fixed line using

profile levelling.

INSTRUMENTS REQUIRED:

1. Dumpy level.

2. Tripod stand.

3. Tape.

4. Levelling staff.



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FIELD PROCEDURE:

a) Select the instrument station at the levelled ground, the instrument station so

selected should be in such a way that it covers maximum length of the path.

b) Initial adjustment of the instrument is done, using levelling screw and bubble.

c) Find the R.L. at some reference point and the point is taken as the

benchmark.(100.000m)

d) Fix the center point in the carriageway. The carriageway is divided equally by

these center points.

e) Select four points two on the left hand side L1, L2 (i.e. left point 1 & left point 2)

and the two points on the right hand side R1, R2.

f) The distance of the L1, L2 and R1, R2, and the reading corresponding to the

points are noted using cross hairs in the theodolite.

g) And the center point is marked at equal interval using the tape.

h) Levelling staff is placed at the points L1, L2 & R1, R2 and the reading

corresponding to the points are noted using cross hairs in the theodolite.

i) The first staff reading is noted in the backsight and the remaining reading is noted

down in the intermediate sight.

j) The last possible point that is visible through the theodolite is taken as foresight

reading.

k) These points are known as change points.

l) The instrument is now shifted to the next instrument station and the last point in

instrument station (i.e. the change point, is viewed through the theodolite and the

staff reading is noted in the back sight.)

m) And the above procedure is repeated till the last point is reached.



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B.S

I.S

F.S

H.C

R.L

DISTANCE

REMARKS

1.625 100.625 100.000 B.M 0.518 99.718 @ 0 m CL 0.540 99.696 L1 0.520 99.716 L2 0.485 99.751 R1 0.480 99.756 R2 0.785 99.451 @ 15 m CL 0.820 99.416 L1 0.830 99.406 L2 0.770 99.466 R1 0.730 99.506 R2 1.202 99.034 @ 30 m CL 1.228 99.008 L1 1.270 99.966 L2 1.190 99.046 R1 1.194 99.042 R2 1.562 98.674 @ 45 m CL 1.558 98.678 L1 1.564 98.672 L2 1.544 98.692 R1 1.522 98.714 R2 1.620 98.616 @ 60 m CL 1.635 98.601 L1 1.665 98.571 L2 1.635 98.601 R1 1.600 98.636 R2 1.350 98.886 @ 75 m CL 1.365 98.871 L1 1.425 98.811 L2 1.355 98.881 R1 1.375 98.861 R2 1.225 99.011 @ 90 m CL 1.260 98.976 L1 1.305 98.931 L2 1.198 99.038 R1

0.015 1.185 99.066 99.051 R2,C.P-1 0.180 98.886 @ 105 m CL 0.200 98.866 L1 0.225 98.841 L2 0.205 98.861 R1



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B.S

I.S

F.S

H.C

R.L

DISTANCE

REMARKS

0.230 98.836 R2 0.230 98.836 @ 120 m CL 0.275 98.791 L1 0.380 98.686 L2 0.230 98.836 R1 0.210 98.856 R2 0.850 98.216 @ 135 m CL 0.905 98.161 L1 0.985 98.081 L2 0.825 98.241 R1 0.800 98.266 R2 1.400 97.666 @ 150 m CL 1.458 97.608 L1 1.560 97.506 L2 1.392 97.674 R1 1.392 97.674 R2 1.770 97.296 @ 165 m CL 1.830 97.236 L1 1.912 97.154 L2 1.772 97.294 R1 1.826 97.240 R2 2.360 96.706 @ 180 m CL 2.450 96.616 L1 2.455 96.611 L2 2.460 96.606 R1 2.470 96.596 R2 3.080 95.986 @ 195 m CL 3.055 96.011 L1 3.050 96.016 L2 3.130 95.936 R1 3.180 95.886 R2 3.835 95.231 @ 210 m CL 3.840 95.226 L1 3.900 95.166 L2 3.980 95.086 R1

0.125 4.000 95.230 95.066 R2, C.P-2 0.926 94.304 @ 225 m CL 0.892 94.338 L1 0.900 94.330 L2



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B.S

I.S

F.S

H.C

R.L

DISTANCE

REMARKS 0.982 94.248 R1 1.000 94.230 R2 1.922 93.308 @ 240 m CL 1.960 93.270 L1 1.938 93.292 L2 1.920 93.310 R1 2.042 93.188 R2 2.998 92.232 @ 255 m CL 2.996 92.234 L1 3.000 92.230 L2 3.200 92.030 R1 3.080 92.150 R2 3.950 91.280 @ 270 m CL 3.970 91.260 L1 4.000 91.230 L2 3.980 91.250 R1

0.640 3.980 92.060 91.250 R2,C.P-3 1.384 90.676 @ 285 m CL 1.406 90.654 L1 1.358 90.702 L2 1.412 90.648 R1 1.416 90.644 R2 1.900 90.160 @ 300 m CL 1.940 90.120 L1 1.984 90.076 L2 1.860 90.200 R1 1.800 90.260 R2 2.350 89.710 @ 315 m CL 2.065 89.995 L1 2.015 90.045 L2 2.030 90.030 R1 2.005 90.055 R2 1.950 90.110 CL 1.985 90.075 L1 2.050 90.010 L2 1.985 90.075 R1

0.985 2.000 91.165 90.060 R2,C.P-4 1.630 89.535 @ 345 m CL 1.665 89.500 L1



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B.S

I.S

F.S

H.C

R.L

DISTANCE

REMARKS 1.715 89.450 L2 1.645 89.520 R1 1.560 89.605 R2 1.250 89.915 @ 360 m CL 1.230 89.935 L1 1.180 89.985 L2 1.200 89.965 R1 1.255 89.910 R2 0.810 90.355 @ 375 m CL 0.850 90.315 L1 0.820 90.345 L2 0.820 90.345 R1 0.800 90.365 R2 0.385 90.780 @ 390 m CL 0.380 90.785 L1 0.360 90.805 L2 0.455 90.710 R1

2.355 0.465 93.475 90.700 R2,C.P-5 1.985 91.490 @ 405 m CL 2.010 91.465 L1 1.900 91.575 L2 2.040 91.435 R1 2.035 91.440 R2 1.630 91.845 @ 420 m CL 1.635 91.840 L1 1.625 91.850 L2 1.630 91.845 R1 1.635 91.840 R2 1.450 92.025 @ 435 m CL 1.505 91.970 L1 1.530 91.945 L2 1.460 92.015 R1 1.465 92.010 R2 1.365 92.110 @ 450 m CL 1.470 92.005 L1 1.430 92.045 L2 1.365 92.110 R1 1.250 92.225 R2 1.520 91.955 @ 465 m CL



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B.S

I.S

F.S

H.C

R.L

DISTANCE

REMARKS 1.575 91.900 L1 1.535 91.940 L2 1.545 91.930 R1 1.500 91.975 R2 1.580 91.895 @ 480 m CL 1.650 91.825 L1 1.590 91.885 L2 1.580 91.895 R1 1.585 91.890 R2 1.540 91.935 @ 495 m CL 1.630 91.845 L1 1.480 91.995 L2 1.520 91.955 R1 1.470 92.005 R2 1.740 91.735 @ 510 m CL 1.820 91.655 L1 1.740 91.735 L2 1.600 91.875 R1

0.720 1.630 92.785 91.845 R2,C.P-6 1.410 91.375 @ 525 m CL 1.435 91.350 L1 1.380 91.405 L2 1.420 91.365 R1 1.375 91.410 R2 1.495 91.290 @ 540 m CL 1.475 91.310 L1 1.450 91.335 L2 1.515 91.270 R1 1.545 91.240 R2 1.670 91.115 @ 555 m CL 1.640 91.145 L1 1.524 91.261 L2 1.642 91.143 R1 1.690 91.095 R2 1.366 91.419 @ 570 m CL 1.380 91.45 L1 1.344 91.441 L2 1.380 91.405 R1 1.278 91.507 R2



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B.S

I.S

F.S

H.C

R.L

DISTANCE

REMARKS 1.255 91.530 @ 585 m CL 1.280 91.505 L1 1.250 91.535 L2 1.255 91.530 R1 1.220 91.565 R2 1.650 91.135 @ 600 m CL 1.660 91.125 L1 1.530 91.255 L2 1.650 91.135 R1 1.570 91.215 R2 2.135 90.650 @ 615 m CL 2.180 90.605 L1 2.080 90.705 L2 2.165 90.620 R1

0.730 2.100 91.585 90.685 R2,C.P-7 1.125 90.460 @ 630 m CL 1.130 90.455 L1 1.140 90.445 L2 1.140 90.445 R1 1.135 90.450 R2 1.368 90.217 @ 645 m CL 1.358 90.227 L1 1.422 90.163 L2 1.420 90.165 R1 1.460 90.125 R2 2.270 89.315 @ 660 m CL 2.260 89.325 L1 2.230 89.355 L2 2.300 89.285 R1 2.340 89.245 R2 3.000 88.585 @ 675 m CL 3.100 88.485 L1 3.060 88.525 L2 3.065 88.520 R1 3.075 88.510 R2 3.125 88.460 @ 690 m CL 3.125 88.460 L1 3.135 88.450 L2 2.850 88.735 R1



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B.S

I.S

F.S

H.C

R.L

DISTANCE

REMARKS 2.840 88.745 R2 2.850 88.735 @ 705 m CL 2.865 88.720 L1 2.820 88.765 L2 2.830 88.755 R1

2.285 2.735 92.055 88.850 R2,C.P-8 2.660 88.395 @ 720 m CL 2.570 89.485 L1 2.485 89.570 L2 2.685 89.370 R1 2.720 89.335 R2 1.705 90.350 @ 735 m CL 1.710 90.345 L1 1.600 90.455 L2 1.890 90.165 R1 1.950 90.105 R2 1.520 90.535 @ 750 m CL 1.500 90.555 L1 1.500 90.555 L2 1.560 90.495 R1 1.590 1.050 90.335 R2

BS = 9.480 FS = 19.145

CHECK

BS ~ FS = LAST R.L ~ FIRST R.L 9.480 -- 19.145 = 90.335 -- 100.000 9.665 = 9.665

HENCE O.K.



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RESULT: The undulations of the ground surface of a proposed alignment for road work is determined.



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RANDOM LINE RANGING BY CHAIN SURVEYING

LOCATION: T.B.PURAM P.U.P.SCHOOL. GENERAL:

It is done to range a line AB across an obstacles such as a tall building or a thick wooded forest. Here, the end stations A and B are not mutually intervisible or visible from an intermediate station. AIM:

To range a line AB across a tall building. INSTRUMENTS REQUIRED:

Chain (30m or 20m) Ranging rods Cross staff Tape

PROCEDURE:

Select any random line free from obstacle. Locate the foot of the perpendicular (B1) from the point B on the random line

AB1. Establish intermediate points C1, D1,etc, in line with AB1 by direct ranging. Erect perpendiculars at C1,D1, etc, on the random line to meet the line AB. Measure the lengths AC1 ,AD1,AB1, etc, and the perpendicular distance BB1. Compute the perpendicular distances C1C, D1D, etc, from the similarity of

triangles. Mark distances C1C and D1D etc, on the erected perpendiculars and locate the

points C,D, etc, on the line AB. Now A,C,D and B are in a straight line



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NOTE:

The same procedure can be adopted for ranging across wooded area also.

CALCULATION BY SIMILAR TRIANGLE METHOD: T/5.78 = 8.82/CC1 CC1 = 2.5m T/5.78 = 16.76/DD1 DD1 = 4.76m AC1 = 8.82m; C1D1 = 7.94m ; D1B1 = 3.60m LENGTH OF RANDOM LINE T=AC1+C1D1+D1B1 = 8.82+7.94+3.60 T =20.36m RESULT: The given line AB should be ranged by using Chain surveying.

OBSTACLES IN CHAINING



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SETTING OUT OF A BUILDING

(FRAMED STRUCTURE)

LOCATION: Shevaroy Hill Top , Yercaud.

AIM: To mark the centre line of a framed structure building plan on the ground.

INSTRUMENTS REQUIRED: Chain (or) tape Cross staff (or) theodolite Rope Arrows (or) pegs Lime powder

PROCEDURE:

Erect a peg at the point 1 and tie one end of the thread. Taking the remaining portion of the thread upto the peg 2 and tie the thread with

peg 2. Like that bring remaining portion of the thread through the points 3 and 4. Now set 90 at q where the threads are intersected. (by the help of inner sketch.)

Make sure that the distance between P and Q is equal to the centre to centre distance of outside shorter walls.Tie the thread with the peg 4.

By following the above steps set 90 at R,S and P. Make sure that the distance QR=15m, RS=30m and SP=15m.

Mark the centre line CE & FH of the cross wall at 10m from PS. Now mark the width of foundation along the centre line of the building as shown

in the sketch.

RESULT:

Setting out of building is completed.



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CHECKPLANE TABLE SURVEYING

ce 2357 survey camp report - model copy

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