Survey Camp

CHAPTER 1CONTOURING1.1 INTRODUCTION:A Contour is an imaginary line drawn joining the various points of equal elevation in the group. It is a line, which the surface of ground is intersected by a level surface. The imaginary line on the map represents a contour.

In our survey camp we obtain contours of two types of terrains. They are1. Plain terrain2. Rolling terrain

1.2 THEORY:The vertical between any two consecutive contours is called contour interval. The contour interval is kept constant for a contour plan. Otherwise the general appearance of the map will be misleading. The choice of proper contour interval appearance depends upon the following consideration.1.The Nature of the Ground2.The scale of the map3.The purpose and extent of surveyTwo contour lines of different elevation cannot cross each other. A closed contour line with one or more higher ones inside it represents a hill. In general, however the field of contouring may be divided into two classes1.Direct method2.Indirect methodWe carried out indirect method in which some suitable guide points are selected and surveyed. The guide have been serving as basis for the interpolation of contours

1.3 INSTRUMENTS REQUIRED:Dumpy level, Theodolite, Leveling staff, Chain, Tape, Pegs

1.4 EXPERRIMENTAL PROCEDURE:1.4.1 PLAIN TERRAIN COUNTOURING:To do the plain terrain contouring, we selected the ground near Knowledge center as the region of survey. We formed a square on the ground of size nearly 360m2. By using dumpy level, we formed grids of size 5m x 5m and then marked the base line using lime powder for reference. The instrument was then set up in the instrument station and the initial adjustments were made. The B.M. was taken. Then we started taking readings for the continuous grids. The leveling staffs were held at the corner of each grid and the readings are taken. The observations and calculations are shown in table 1. The details of the contour drawn are shown in figure 1.

1.4.2 ROLLING TERREIN CONTOURING:In rolling terrain contouring, the contour lines are to be laid in radial manner. The center of the base line was marked. The instrument is then setup in the ground and the initial adjustments are made the B.M. was taken the level was then rotated in clockwise direction from 0 to 45 and the ranging rod are adjusted in the direction in order to get that radial lines and the value of levels are taken. The procedure is repeated to from successive radial lines by rotating the telescope.

GRID CONTOURING:S.NOB.SI.SF.SH.IR.LREMARKS

011.250101.250100.00B.M

021.41099.840A0

031.43099.820A1

041.46099.790A2

051.50099.750A3

061.52099.730A4

071.53099.720A5

081.58099.670A6

091.56099.690A7

101.57099.680A8

111.57099.680A9

121.58099.670A10

131.42099.830B0

141.41099.840B1

151.45099.800B2

161.46099.790B3

171.42099.830B4

181.45099.800B5

191.46099.790B6

201.46099.790B7

211.49099.760B8

221.50099.750B9

231.52099.730B10

241.48099.770C0

S.NOB.SI.SF.SH.IR.LREMARKS

251.49099.760C1

261.50099.750C2

271.51099.740C3

281.51099.740C4

291.47099.780C5

301.45099.800C6

311.48099.770C7

321.45099.800C8

331.50099.750C9

341.50099.750C10

351.48099.770D0

361.46099.790D1

371.53099.720D2

381.60099.650D3

391.57099.680D4

401.58099.670D5

411.54099.710D6

421.45099.800D7

431.41099.840D8

441.40099.850D9

451.39099.860D10

461.48099.770E0

471.55099.700E1

481.55099.700E2

491.50099.750E3

501.52099.730E4

511.52099.730E5

521.51099.740E6

531.50099.750E7

541.49099.760E8

551.46099.790E9


561.45099.800E10

571.38099.870F0

581.45099.800F1

591.48099.770F2

601.52099.730F3

611.55099.700F4

621.60099.650F5

631.60099.670F6

641.58099.610F7

651.64099.650F8

661.60099.690F9

671.56099.660F10

681.59099.720G0

691.53099.740G1

701.51099.700G2

711.55099.690G3

721.56099.820G4

731.43099.800G5

741.45099.900G6

751.35099.970G7

761.28099.990G8

771.260100.050G9

781.200100.080G10

791.170100.060H0

801.190100.070H1

811.18099.940H2

821.31099.910H3

831.34099.900H4

841.35099.910H5

851.34099.850H6

861.40099.890H7


871.36099.840H8

881.41099.820H9

891.43099.830H10

901.42099.800I0

911.45099.850I1

921.40099.910I2

931.34099.830I3

941.42099.790I4

951.46099.840I5

961.41099.870I6

971.38099.880I7

981.37099.890I8

991.36099.910I9

1001.34099.9100I10

1011.34099.900J0

1021.35099.890J1

1031.36099.850J2

1041.40099.840J3

1051.41099.900J4

1061.35099.800J5

1071.45099.790J6

1081.46099.730J7

1091.52099.800J8

1101.45099.760J9

1111.49099.700J10

1121.55099.840K0

1131.41099.860K1

1141.39099.990K2

1151.26099.900K3

1161.35099.890K4

1171.36099.860K5


1181.39099.870K6

1191.38099.860K7

1201.41099.870K8

1211.40099.840K9

1221.41099.850K10

1231.41099.840-

CHECK: LAST RL-FIRST RL=B.S-F.S 99.840-100.00=1.250-1.410 -0.160=-0.160 Hence Ok. RADIAL CONTOUR TABULATION:S.NOB.SI.SF.SH.IR.LREMARKS

011.500101.500100.00B.M

021.190100.310A1

030.800100.700A2

040.200100.300A3

050.060101.440A4

061.260101.240B1

071.300101.200B2

080.700101.800B3

090.050102.450B4

101.410101.090C1

111.550100.950C2

121.435101.065C3

131.440101.060C4

142.54099.960D1


152.280100.220D2

161.610100.890D3

171.530100.970D4

181.660100.840E1

191.760100.740E2

202.280100.220E3

213.08099.420E4

221.710100.790F1

231.890100.330F2

242.35099.340F3

253.340101.270F4

261.410100.470G1

272.210100.820G2

281.86099.680G3

293.000101.680G4

301.000100.990H1

311.690101.060H2

321.620100.370H3

332.310101.340H4

341.340101.150I1

351.530100.860I2

361.820100.260I3

371.240I4

CHECK:LAST RL-FIRST RL=B.S-F.S 100.260-100.00=1.500-1.240 0.260=0.260

1.5 RESULT:Thus by using the reduced level we can draw the contour. CHAPTER 2 TRIANGULATION2.1 INTRODUTION:Triangulation is a part of geodetic surveying, where the areas of given region if found out by forming well defined triangles. It is based on the trigonometrically propositions then if one side and to angles of the triangle are known, the remaining sides can be computed by the application of sine rule. In this method, suitable points called the triangulation stations are selected and established through the area to be surveyed. 2.2 THEORYThe horizontal control is in geo tech survey is established either triangulation or precise traverse. In triangulation system a no of interconnected triangle in which the length of only one line called the base line and the triangles measured very precisely. Knowing the length of one side to and two angles, the length of the other two sides of each triangle can be computed. The apexes of the triangulation system or triangulation figure. The defect of triangulation is that to accumulate errors of length and azimuth, since the length and azimuth of proceeding line. To control the accumulation of errors, subsidiary bases are also selected. At a certain stations, astronomical observations for azimuth and longitude are also made. These stations are subsidiary stations.

2.3 INSTRUMENT USED:1. The Following are the instruments used in the triangulation survey2. Ranging rod,3. Plumb bob

2.4 PROCEDURE:The given plot is divided in to well condition triangle. Calculate the area of triangle by using the formula S= a+b+c/2, A= adding the all the area of triangle to obtain the total area.

2.5 OBSERVATION:S.NOLINELENGTH(m)

01AC44.60

02AD33.00

03CD30.00

04BD33.00

05BC44.60

CALCULATION: S= a+b+c/2

S1=a1+b1+c1/2Here a1=33m b1=44.60m c1=30m put the values in above equation we get S1=53.80mS2=a2+b2+c2/2Here a2=33m b2=44.60m c2=30m put the values in above equation we get S2=53.80m.A1=495.00m2.A2=495.00m2. A=A1+A2A=495.00+495.00A=990.00m2.CHECK:(2n-4)90=1800(2*3-4)90=18001800=1800Hence ok.

2.6 RESULT: The total area of the given plot by cross staff surveying method. Total area of the given plot by triangulation survey method 990.00m2

CHAPTER-3 TRILATERATION3.1 INTRODUCTION:Trilateration is a plot of geodetic surveying where the area of given region found out forming well-defined triangles. Here the length of the sides of the triangles is found out and finally and the sum of area of all triangles will give the area of the given region.

3.2 THEORY:In trilateration process, the given region is divided into a number of well-defined triangles. The well-defined triangle is the one in which two of these angles are well-defined that is not less than 30degree and not more than 120degree. Thus the given region was divided into such triangle and their sides were measured using tape. The well-defined triangle was set up using the theodolite. The tripod stand was shifted to other points on 3.3 INSTRUMENTS USED:1.Tape2.Ranging rod3.Theodolite4.Cross staff5.Arrows6.Chain7.Plumb bob

3.4 PROCEDURE:The given plot is divided into no of triangle and trapezium. Affixed the ranging rods at A,B,C,D,E measure the base line AC by use of chain take offsets from B,D,E on AC to F,G,H respectively. Also measure the offset distances. Calculate the area of triangle and trapezium from the above measurements. Thus the field or plot whose area is to be found out, is divided into triangle and trapezium total area of the plot is then worked out by the following relations area of triangle = * base * perpendicular offsetArea of trapezium = base * sum of perpendicular offset/2

3.5 OBSERVATION:S.NOLINELENGTH(m)

01BC50

02BD30

03CD40

04AD30

05AC50

CALCULATION: Area of a total ABC A=1/2 B*H A=1/2*60*40 A=1200m2.

3.6 RESULT:The total area of the plot =1200m2.

CHAPTER 4 4. LONGITUDINAL AND CROSS SECTION4.1 INTRODUCTION:Longitudinal section is the process of determine the elevations of points at short intervals along a fixed line such as the center line of railway, highway, canal or sewer. The fixed line may be a single straight line or may be composed of a succession of the straight lines or of series of straight lines connected by curves.Cross sections are run at right angle to the longitudinal profile and on either side of it. 4.2 THEOREY:The longitudinal and cross section may be worked together or separately. In the former case, to additional columns are required in the level field book to give the distance, left s and right of the center line, as illustrated in table. To avoid confusion, the bookings of each cross section should be entered separately and clearly and full information as to the number of the cross section, whether on the left or right of the center line, with any other matter which may be useful, should be recorded.

4.3 INSTRUMENTS REQUIRED:Dumpy levelTripod stand Leveling staffChainTape Arrows

4.4 EXPERIMENTAL PROCEDURE:LONGITUDINAL SECTION:The level is setup on firm ground at suitable portion. A back sight is than taken on the benchmark entered in the back sight. The readings are taken from the starting point A. 0m Are entered in the I.S. the staff readings are taken at the representative points when it is found exceeding about 500m. the instrument is then moved forward and setup on firm ground at the L or before and setup on back sight in then take on the change point just established to find the elevations of new plane of collimation. They may be used as change points whatever possible in order to check the reduced level of the benchmark. CROSS SECTION: Cross section are the section at right angle of the center line and are either side it for the purpose for determine the later outline of the ground surface for the purpose they are each 6m section on the center line. CROSS SECTIONING BY LEVELING:To being with the line is set out first to and on either side of the center line ,at the station on the and the station on the center staff is than hard at each 10m points and other points and other points in appreciable change is slop have been previously on the by means of whites. The reading are then with a level and the distance of staff points measured with the tap and right of the center section.CALCULATION:S.NOB.SI.SF.SH.IR.LREMARKS

011.230101.230100.0000m

021.27099.960L1

031.200100.030L2

041.41099.820R1

051.41099.820R2

061.45099.7805m

071.210100.020L1

081.190100.040L2

091.160100.070R1

101.31099.920R2

111.32099.91010m

121.100100.130L1

131.090100.140L2

141.100100.130R1

151.25099.980R2

161.31099.92015m

171.030100.200L1

181.040100.190L2

191.010100.220R1

201.160100.070R2

211.29099.94020m

221.000100.230L1

231.000100.230L2

241.010100.220R1

251.120100.110R2

261.275100.00525m

270.890100.340L1

280.900100.330L2

290.895100.335R1

301.015100.215R2

S.NOB.S I.SF.SH.IR.LREMARKS

310.960100.27030m

320.780100.450L1

330.830100.400L2

340.870100.360R1

350.920100.310R2

360.985100.24535m

370.700100.530L1

380.760100.470L2

390.830100.400R1

400.840100.390R2

411.000100.23040m

420.605100.625L1

430.660100.570L2

440.715100.515R1

450.730100.530R2

460.770100.49045m

470.520100.740L1

480.540100.720L2

490.590100.670R1

500.620100.640R2

510.630100.63050m

520.360100.900L1

530.390100.870L2

540.480100.780R1

550.470100.790R2

561.8600.550102.65100.70055m

571.780100.780L1

581.780100.780L2

591.805100.755R1

601.870100.690R2

611.840100.72060m


621.720100.840L1

631.750100.810L2

641.745100.815R1

651.780100.780R2

661.740100.82065m

671.670100.890L1

681.700100.860L2

691.645100.915R1

701.720100.840R2

711.680100.88070m

721.615100.945L1

731.670100.890L2

741.630100.930R1

751.690100.870R2

761.695100.86575m

771.520101.040L1

781.525101.035L2

791.570100.990R1

801.615100.945R2

811.640100.92080m

821.375101.185L1

831.375101.185L2

841.360101.200R1

851.480101.080R2

861.590101.97085m

871.100102.460L1

881.150102.410L2

891.240102.320R1

901.110102.450R2

911.025102.53590m

920.890102.670L1


930.910102.650L2

941.040102.520R1

950.880102.680R2

960.805102.75595m

970.650102.910L1

980.735102.825L2

990.910102.650R1

1000.620102.940R2

1010.600102.960100m

1020.500103.060L1

1030.600102.960L2

1040.745102.815R1

1050.450102.110R2

1060.420102.120-

CHECK: B.S-F.S=LAST RL-FIRST RL 3.090-0.970=102.120-100.00 2.120=2.120 Hence ok.

4.6 RESULT:By means of taking the RL reading longitudinal and cross sections has drawn. CHAPTER-5 AZIMUTH OBSERVATION OF THE SUN5.1 INTRODUCTION:The azimuth of a heavenly body is defined as the angle between the observers meridian and the vertical circle passing through the body.

5.2 THEORY:The general procedure is the same as for a sun. Apart from the correction due to fraction, the parallax correction is also to be applied to the observed altitude, since the sun is very close to the earth. The required altitude and the horizontal angles are with respect to the limbs simultaneously. The opposite limbs are observed by changing the face.

5.3 INSTRUMENTS USED:The following are the surveying instruments, they are Theodolite Tripod stand Ranging rods Arrows Plump bop

5.4 EXPERIMENTAL PROCEDURE:For every precise work, the altitude reading should be corrected for the inclination. Set the instrument over the station, mare and level it accurately. Clamp both the plates to zero and sight and reference mark, the telescope is turned towards sun and the altitude and the horizontal angle with the sun in I quadrant of the crosswire system is measure. By the motion in azimuth is slow, and the vertical hair is kept in contact by the upper slow motions crew, the being allowed to make contact with horizontal.

The time of observation is also noted. Using the two tangents screws, as quickly as possible, the sun into 3 quadrant of the crosswire and again read the horizontal and vertical angle. Chronometer time is also observed. Turn to the reference and mare the face and take another sight on the reference mark. Take two more observation the sun precisely in the same way as performed in the same manner as the corresponding star observation. The correct value of the suns declination can be computed by knowing the time of observation, by the method discussed earlier, finally bisect the reference to see that the reading is zero.

During the above 4 observation, the sun changes its position consistory and accurate result cannot be obtained by averaging the measured altitudes and the times. However, the time taken between, 1, 2, readings, with the sun in quadrants 3, and 1 vary little and hence the measured altitudes and the corresponding times can be average to get on value of the azimuth. Similarly the altitudes and timings of the last two reading, with the sun in quadrants 2, 3 can be averaged to get another value of the azimuth. The two values of the azimuth so obtained can be average to get the final value of the azimuth.

5.5 OBSERVATION AND CALCULATION: Clockwise angle from reference line=17400010 Mean observed altitude of sun, =1104000Determination of sun =2104000Horizontal parallax=000008.9Altitude of perambalur=1100000Corrected angle=1104000+000008.9 =110408.9Refraction correction=0000057cot110408.9 =0000055.82Corrected angle=1104000+000008.9 =110408.9Co-declination, ps =900+2104000 =11104000Co-altitude, pz=900-110408.9 =7801956.1Co-latitude, zs=900-110 =790 By substituting the values of PS, ZS, PZ, we get A=16205956.1 Azimuth of sun =10600000+11405222.5 =26805956.15.6Result: The azimuth of the sun is=26805956.1CHAPTER-6 PLANE TABLE SURVEYING6.1 INTRODUCTION:Plane tabling is a graphical method of surveying in which the fields work and plotting are done simultaneously. It is most suitable for the filling in of the details between the stations previously fixed by the triangulation or theodolite traversing.

6.2 THEOREY:It is particularly adapted for small scale or medium scale mapping in which great accuracy in detail is not required as for topographical surveys. The plane table consists essentially of (1) a drawing board mounted on a tripod (2) a straight edge called an alidade. There are five methods of surveying with plane table, Radiation Intersection Traversing

6.3INSTRUMENTS USED: A plane table with tripod stands An alidade Plumb bob Ranging rods Tape.

6.4 RADIATION6.4.1 THEOREY:In this method the point is located on plane by drawing a ray from the plane table station to point, and plotting to scale along the way the distance measured from the station to the point. The method is suitable for the survey of the small areas which commanded from a single station.

It chiefly used for locating the details from stations, which have been previously established by other methods of surveying such triangulations or transit tape traversing.

6.4.2 EXPERIMENTAL PROCEDURE:Select a point P so that all points to be located are visible from it. Set up the table at P and after leveling it, clamp the board .Select a point P on the sheet so that it is exactly over the station P on the ground by the use of U frame. The point represents on the sheet the instrument station P on the ground. Mark the direction of the magnetic meridian with the help of the compass in the top corner of the sheet. Centering the altitude on P, sight the various points A, B, C, etc., and draw rays along the fiducially edge of the alidade lightly with the chisel pointed pencil. Measure the distances PA, AB, AC, etc., from P to the various points with the chain or tape, or by stadia and plot them to the scale along the corresponding to the rays. Joint the points a, b, c, etc., to give out line of the surveyor. Care must be taken to see that the alidade is touching the P point p while the sights are being taken. To avoid the confusion, the various rays should be referenced the work can be checked by the distances, AB, BC, CD, etc., and comparing them with their plotted lengths a b, b c, cd, etc.,

6.4.3 CALCULATION:S = a1 +b1 +c1 /2

PAB: S1=12+10.5+18.6/2S1=20.55mA1=58.68m2.

PBC:S2=10.5+12.8+9.70/2S2=16.5m.A2=49.90m2.

PCD:S3=9.70+10.90+9.60/2S3=15.10m2.A3=43.40m2.

PDE:S4=10.90+15.15+11.70/2S4=18.88m.A4=63.52m2.

PEA:S5=15.15+12+14.2/2S5=20.675m.A5=80.10m2.Total area A=A1+A2+A3+A4+A5 A=58.68+49.90+43.40+63.52+80.10 A=295.60m2.

6.4.4 RESULT: The total area of the given plot is 295.60m2

6.5 INTERSECTION METHOD6.5.1 THEORYIn this method the point is fixed on plan by the intersection of the rays drawn from instrument station the line joining the station is called the base line. The method requires only the linear measurement of this line. The method is commonly employed for locating, the detail, the distances and inaccessible points they, broken boundaries, the rivers and the points which may be used subsequently as the instrument station it is suitable when it is difficult or impossible to measure distances assume the case of the survey of a mountains country. It is also used for checking distance object.

6.5.2PROCEDURESelect two points P and Q in a commanding position so that all points to be plotted are visible from both P and Q. The line joining the station P and Q is known as the base line. With the table set up and leveled at P, select a suitable point p on paper so that it is over the instrument station P on the ground, and mark the direction of the magnetic meridian by means of the compass. With the alidade pivoted on the point p, sight the station Q and the objects. A ,B, C, etc., to be located, and draw rays along the fiducially edge of the alidade towards Q, A, B, C, etc. measure the distance from P and Q, accurately with the steel tape and set it off to scale along the ray drawn to Q thus fixing the position of q on the sheet. Shift the table and set it up at Q. center the table so that the point q is directly above the point Q on the ground and level it. Place the alidade along qp, and after orienting the table by back sighting on P, clamp it. With the alidade touching q, sight the same object the same objects and drawn from p determine the positions of the objects A, B, C etc. on the sheet. Care should be taken to avoid very acute or obtuse intersections. The extreme limits for the angles of intersection being 30 and 120.

6.5.3 CALCULATION: S=a+b+c/2

ABE:S1=21+34.3+29.1/2S1=42.20m.A1=304.28m2.

BCE:S2=15.7+30+34.3/2S2=40m.A2=235.38m2.

CDE:S3=17.4+20.8+30/2S3=34.10m.A3=176.22m2.

Total area A=A1+A2+A3 A=304.28+235.38+176.22 A=715.88m2.

6.5.4 RESULT:A new station is established by intersection method 6.6 TRAVERSING6.6.1 THEORY:This method is similar to that of compass or transit traversing. It is used for running survey lines between stations it have been previously fixed by other methods of surveying to locate the topographical details. It is also suitable for the survey of roads, rivers, etc.,

6.6.2 PROCEDURE:Select the traverse station A, B, C, etc., setup table at A. select the point a suitably on the sheet. Center and level the table when the board is clamped. Mark the direction of the magnetic meridian on the sheet. Centering the alidade on a, sight the ranging rod at B and draw a ray along the beveled edge of the alidade. Measure the chain or tape, and lay it off to scale on the ray drawn towards B, thus fixing the position of b on the sheet, which represents the station B on the ground. Locate the surrounding detail by radiation or by offsets taken in the usual way, and the distant objects by intersection. Shift the instrument and set it up at B. having centered and leveled the, orient it by back sighting on A with the alidade along ba, and clamp the board. With the alidade pivoted on b, sight the station C and draw a ray along the fiducially edge of the alidade. Measure the distance BC with the chain or tape, and set it off to scale on the ray drawn to C to fix the point c on the sheet. The near-by detail is located as before. Continue the process until all the remaining stations are plotted.

CALCULATION:S=a+b+c/2

BCD:S1=20+24.45+38.3/2S1=41.375m.A1=214.54m2.

ABD:S2=38.3+26.5+38.10/2S2=51.45m.A2=474.71m2.

AED:S3=14+31.4+38.1/2S3=41.75m.A3=209.20m2.

Total area A=A1+A2+A3 A=214.54+474.71+209.20 A=898.45m2.

6.6.3 RESULT: A new station is established by traversing method

SUMMARYThe survey camp provided a good opportunity for us, the building civil engineers to test our theoretical learning to the real life problems. It has kindled our skills and widens our knowledge. We went local visit to elambalur and contouring has been conducted. We calculated the area of the playground by dividing the ground into various triangles using triangulation. We also computed the area using triangulation. The azimuth of the sun and the star was and then determined using the theodolite.

REFERENCE1.Dr.B.Cpumina, (2004) Surveying (volume 1, 2, 3) , Lakshmi publication, new Delhi2.Dr .S . C. Rangwala and P .C ..Rangawala ,(1991) Surveying and Levelling . CharoterPublishers , New delhi .3.T .P .Kanetkar and prof .S .V .Kulkarni, (1991) Surveying and Levelling -puneVidhyarthiGirhaPrakasam, Pune.4.S .k .Duggal , (1996) Surveying Volume 1- Tata McGraw Hill Publishing Company Ltd, New Delhi.5.Y .R .Nagarj and Veraraghavan, (1999) Surveying Volume 1-New Chand and Bros ,Roorkee.6.A .M . Chandra Higher Surveying- New Age International Private Ltd, publishers, New Delhi.

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Survey Camp