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Survey Camp Report 2015

1. INTRODUCTION

The survey camp is an important part of the seventh semester civil engineering degree

course. It gives us a clear idea and I practical knowledge and experience in surveying

in 2014-2015. The civil engineering department was divided to conduct the survey

camp at the Heera college of engineering campus .The site was selected for survey

camp in order to get through idea in different operations of surveying and adapting

various survey methods that we have studied in classes .

Department of Civil Engineering 1 HCET


2.SELECTION OF SITE

The site is suitable for all types of surveying such as chain surveying. Theodolite

surveying , levelling , plane table , surveying, etc. there are so many features such as

building , wood , drains , play grounds , etc.

3. OBJECT OF SURVEYING

The object of surveying is the preparation of plan or map of the area; it determines the

position of the area. It determines the inner details of a track of a country. So that a

map or plan can be easily prepared.

The main objects of a survey camp are:

Preparation of map of given area

Computation of area of plot

Preparation of contour map

4. METHODS OF SURVEYING

Reconnaissance Surveying includes the following steps:

1. Observation of suitable positions for surveying.

2. Selection of suitable positions for traverse stations

3. Determination of inter disability and height of station

4. Collection of miscellaneous information regarding water supply, food, labour

and guides etc.

5. Collection of more previous data to choose the best location for the work and

to estimate the exact quantities and cost. This survey is also known as

preliminary surveying.



5. INSTRUMENTS USED

a) Theodolite with accessories

b) Dumpy level

c) Levelling staff

d) Ranging rods

e) Tape and chain

f) Cross staff

g) Arrows

h) Pegs

i) Plane table with all accessories

6. FIELD WORK OF THEODOLITE TRAVERSING

6.1 Preparation of Location plan

After the reconnaissance survey we prepared neat location plan to realize the

location of the college campus. A neat location plan is prepared.

6.2 Preparation of key plan

After the reconnaissance survey, a key plan of the given field was prepared.

The key plan includes important buildings, roads, important trees, electric

posts and telephone posts.

6.3 Selection and fixing of survey stations

The traverse stations are selected and fixed by wooden pegs, while

selecting the stations the following points where considered.

i. Station points are inter visible i.e. station points are very close to the

boundary as possible.



ii. The numbers of station are minimum as possible.

iii. The station should be free from local attraction.

6.4 Preparation reference sketches.

After the stations are marked we referenced the station by taking

measurements from three permanent objects, which can be easily

recognized such as gate, boundary stones, corners, building, etc.

The reference sketches are necessary to find the position of the station

in case the stations are displayed or lost.

1. MEASUREMENT OF INCLUDED ANGLES

The included angles between given stations are obtained using a

theodolite. We have taken repetition in face left and face right

observations in order to reduce the error.

2. MEASURING WCB

For calculating the quadrant , WCB of a line was observed from a

station which was free from local attraction .

.



LOCATION MAP



KEY PLAN &LINEAR MEASUREMENTS

Figure 2. Key Plan & Linear Measurements



7. LOCATION DETAILS

For locating details, we use the plane table survey. We located the necessary details by radiation and intersection method.

7.1 REFERENCE SKETCH OF POINT 3

Figure 3. Reference Sketch




Figure 4 Reference Sketch


` Figure 5 Reference Sketch



7.4 REFERENCE SKETCH OF POINT B


7.5 REFERENCE SKETCH OF POINT C




7.6 REFERENCE SKETCH OF POINT C


7.7 REFERENCE SKETCH OF POINT G




.

8. CALCULATION OF CORRECTED INCLUDED ANGLES

The corrected included angles were calculated as follows.

Observed sum was found, but the theoretical sum of a closed traverse is (2n-4)90. Thus we

calculated the closing error in angular measurement, but the permissible angular

measurement is 20√N. Then the total error was divided by the number of angles, thus we got

the corrections. This correction is applied to each angle to be corrected and calculated. The

corrected angle now the observed sum is equal to theoretical sum.

9. CALCULATION OF WCB

The WCB of a line was observed. To obtain the WCB of a remaining line, we added the

corrected included angles to be observed WCB, if the sum is greater than 180o and if greater

than 5400.we continued the calculation until go to observed WCB

10. CALCULATION OF REDUCED BEARING

From the WCB we calculate the reduced bearing of each line where it lies. Thus, found all

the quadrants in which the lines lies

11. LATITUDES AND DEPARTURES

The latitude of a line is obtained by multiplying its length by the corine of its reduced

bearing.

In a complete circuit the sum of northing must be equal to that of southing and sum of easting

should be equal to sum of westing. If linear as well as angular measurements of the traverse

along with their computations are corrected.

The distance between the starting station and the position obtained by calculation on known

as closing error.

Therefore, closing error =√ (EL) 2+(ED) 2



The closing error is generally expressed as fraction Relative closing error = closing error or perimeter of traverse.

12. BALANCING THE TRAVERSE

The process of adjusting the consecutive co-coordinate of each line by applying corrections

to them in such a way that the algebraic sum of lattitudes and the algebraic sum of longitudes

should be equal.

13. BOWDITCH’S RULE

Bowditch’s rule is used when linear and angular measurements of the traverse are equally

precise. According to this rule, correction to latitude or departure of any side equal to total

error (length of side or perimeter of traverse)

14. TRANSIT RULE

Transit rule is employed when the angular measurementsand more precise than the linear

measurements. According to this rule, total error in latitude or departure of any side = total

error in latitude (latitude or departure of that side or arithmetic sum of all latitude or

departure)

15. CORRECTED CONSECUTIVE CO-ORDINATES

After finding the correction to each line the corrected consecutive co-ordinates can be found

by adding or subtracting the correction according to the sign convention.

16. CALCULATION OF INDEPENDENT CO-ORDINATES

Total latitude and total departure of any stations with respect to common origin of co-

ordinates are called total co-ordinates or the independent co-ordinates. The independent co-

ordinates are calculated as follows:

Two reference axes are chosen such that the whole traverse fells in the first quadrant and the

departure of each station get positive sign. For this assumed value is selected at first station.

the independent co-ordinates of any station are obtained by adding algebraically that station

and origin .

17. CALCULATION FOR GALE’S TABLE



Sum of included angles = (2n-4)900

n =8 = (2x8-4)x900

= 1080 0

17.1 OBSERVED ANGLES

Name of line Length(m) Included angle

BF 31 123°54’30”F3 30.87 139°50’00”34 61.97 189°57’30”4G 60.94 83°10’40”CG 62.85 87°24’00”C1 33.05 90°00’00”12 6.7 269°55’00”2B 101.99 93°33’10”

Sum of observed included angles = 1078°44’50”

Error =1080°-1078°44’50” =1°15’10”Correction applied to each side = 1°15’10” 8

=0°9’23.75”

17.2 CORRECTED ANGLES

Name of line Length(m) Included angle Corrected angle

BF 31 123°54’30” 124°3’53.75”F3 30.87 139°50’00” 139°59’23.75”34 61.97 189°57’30” 190°6’53.75”4G 60.94 83°10’40” 83°10’3.75”CG 62.85 87°24’00” 87°33’23.75”C1 33.05 90°00’00” 91°9’23.75”12 6.7 269°55’00” 270°4’23.75”2B 101.99 93°33’10” 93°42’23.75"

Therefore, sum of corrected angles =1080°-

17.3 CALCULATION OF WCB& RB

Line WCB RB



BF 90°17’26.25” S89°42’33.75”EF3 146°13’32.5” S33°46’27.5”E34 186°14’8.75” S6°14’8.75”W4G 176°17’15” S3°52’45”ECG 272°47’11.25” N87°12’48.75”WC1 5°13’47. 5” N5°13’47.5”E12 94°4’23.75” S85°55’36.25”E2B 3°59’50” N3°59’50”E

17.4 CALCULATION OF LATITIDE AND DEPARTURE

Name of line Length(m) Latitude Departure

BF 31 -0.157 30.999F3 30.87 -25.66 +17.16134 61.97 -51.662 -5.6454G 60.94 -60.8 +4.123CG 62.85 +3.055 -62.776C1 33.05 +32.912 +3.01312 6.7 -0.4759 +6.6832B 101.99 +101.741 +7.111

17.5 CALCULATION OF ERROR

Error for latitude=-1.047

Error for departure=0.667

Error = (1.0472+0.6672)0.5

=1.24

Closing error = (error/perimeter)-1

=1 in 306



Calculation of correction for latitudeUsing Transit Rule

Correction for latitude=total error in latitude X length of side perimeter

Correction for departure =total error in departure X length of side perimeter

Line latitude Correction latitude

Departure Correctiondeparture

BF -0.157 -0.0085 30.999 0.054F3 -25.66 -0.0085 17.161 0.05434 -51.662 -0.143 -51.662 0.0914G -60.8 -0.167 -60.8 0.107CG +3.055 -0.173 +3.055 0.11C1 +32.912 -0.091 +32.912 0.05812 -0.4759 -0.018 -0.4759 0.0112B +101.741 -0.28 +101.741 0.179

17.6 CORRECTED LATITUDE & DEPARTURE

Line Corrected latitude

Corrected departure

BF -0.072 30.936F3 -25.575 17.10734 -51.519 -5.7364G -60.633 4.016CG -3.228 -62.88C1 -33.003 2.9512 -0.457 6.6722B -102.021 6.93

17.7 INDEPENDENT CO-ORDINATES



Line Corrected latitude

Independent latitude

Corrected departure

Independent departure

BF -0.072 150 30.936 150F3 -25.575 149.928 17.107 180.93634 -51.519 124.353 -5.736 198.0434G -60.633 72.834 4.016 192.307CG -3.228 12.201 -62.88 196.323C1 -33.003 15.429 2.95 133.44312 -0.457 48.432 6.672 136.3982B -102.021 47.975 6.93 143.07

17.8 AREA CALCULATION INSIDE THE TRAVERSE

Area =1/2[(150*180.936)+(149.928*198.043)+(124.353*192.307)+(72.834*196.323)+(12.201*133.443)+(15.429*136.398)+(48.432*143.07)+(47.975*150)]-[(150*149.928)+(180.936*124.353)+(198.043*72.834)+(192.301*12.201)+(196.323*15.429)+(133.443*48.432)+(136.398*47.975)+(143.07*149.996)]

=1.686acre

CONTOURING

1. ESTABLISHING TEMPORARY BENCHMARK

The temporary bench marks are established from a permanent bench mark of reduced

level 100.000 .Establish a member of TBM in our plot. For establishing TBMS the fly

level is closed and closing error is determined.



2. METHOD OF CONTOURINGWe accepted tachometric contouring.

3. LOCATION DETAILSFor locating details, we used plane table surveying. We located the necessary details

by radiation.

4. PREPARATION OF REFERENCE SKETCHES

After stations are marked are referenced the stations by taking the measurements from

three permanent objects, which can be easily recognized such as gate , boundary

stones , corners, buildings , etc. The reference sketches are necessary to find the

position of the station in case the stations are displaced or lost.

5. TRAVERSING BYTHEODOLITE AND MEASUREMENTS

On the second day of the survey camp, we started the theodolite traverse. We started

the traverse in anti clock wise direction. We noted the face left and right observations

and both vernier scale reading. The angles were measured by the method of repetition.

The linear measurements between the traverse stations were measured.

AREA CALCULATION

The traverse area is calculated by independent co-ordinate method.

CALCULATION OF AREA OUTSIDE THE TRAVERSE

The area outside the traverse was taken by measuring perpendicular offsets.

a) Chain triangulation

They are divided into triangles and trapezium .Then find the area by using the

following formula.

The area of triangulation =√s(s-a)(s-b)(s-c)



Where s= (a+b+c)/2

And a, b, c are sides of triangles.

Area of trapezium = h (a+b) /2 where a and b are the parallel sides and h is the

perpendicular distance.

b) Trapezoidal rule

The ordinates are taken at equal intervals and find the area using the formula

A=common distance (first ordinate +last ordinate +2* sum of remaining ordinates)

2

CONTOUR INTERPOLATION

The process of drawing contours proportionally between the plotted ground points or in

between plotted contours is known as interpolation of contour.

Instrument

station

Staff station

H1(upper)

H(middle)

H2(lower)

S=H2-H1

D V RL of BM

HI RL of Staff station

o ‘ “

B BM 1.135 1.005 0.875 0.26 0 0 0 26 0 100

101.005

100

0 D9.65 1.425 1.38 1.33 0.095 0 0 0 9.5 0 100

101.005

99.625

D29.5 1.435 1.29 1.15 0.285 0 0 0 28.5 0 100

101.005

99.715

D36.75 1.400 1.21 1.02 0.38 0 0 0 38 0 100

101.005

99.795



D55 1.510 1.240 0.950 0.56 0 0 0 56 0 100

101.005

99.765

33 D11.2 1.255 1.2 1.145 0.11 0 0 0 11 0 100

101.005

99.805

D16.3 1.38 1.3 1.22 0.16 0 0 0 16 100

101.005

99.705

D29 1.26 1.12 1.08 0.18 0 0 0 18 0 100

101.005

99.885

60 D16.85 1.255 1.2 1.145 0.11 0 0 0 11 0 100

101.005

99.805

Instrument

station

Staff station

H1 H H2 S=H2-H1

D=f/I scos2θ

V=

Dtan θ

RL of BM


o ‘ “

Intermedia

te point

x

BM 0 0 0 0 100

100

0 D12.8 1.48 1.42 1.36 0.12 0 0 0 12 0 100

101.42 100

D15.1 1.9 1.83 1.75 0.15 0 0 0 15 0 100

101.42 99.59

D26.6 1.655 1.58 1.505 0.15 0 0 0 15 0 100

101.42 99.84

D29 1.9 1.83 1.75 0.15 0 0 0 15 0 100

101.42 99.59

Instrument

station

Staff station

H1 H H2 S=H2-H1

D V RL of BM


o ‘ “



Intermedia

te point

y

BM 0 0 0 0 100

100

0 D39.62 1.81 1.75 1.7 0.11 0 0 0 11 0 100

101.75 100

D6.2 1.48 1.42 1.36 0.12 0 0 0 12 0 100

101.75 100.33




20 D26.32 1.4 1.23 1.07 0.33 0 0 0 33 0 10

0101.23

100

D24.82 1.5 1.415 1.33 0.17 0 0 0 17 0 100

101.23

99.815

D0.857 1.180 1.06 0.935 0.245 0 0 0 24.5 0 100

101.23

100.17

D5.659 1.385 1.34 1.295 0.09 0 0 0 0.09 0 100

101.23

99.89

45 D12 1.5 1.42 1.35 0.15 0 0 0 15 0 100

101.23

99.81

D4.9 1.135 1.03 0.91 0.245 0 0 0 24.5 0 100

101.23

100.2

D6.2 1.385 1.34 1.295 0.09 0 0 0 9 0 100

101.23

99.89

90 D7.49 1.385 1.34 1.295 0.09 0 0 0 9 0 100

101.23

99.89

D5.89 1.5 1.42 1.35 0.15 0 0 0 15 0 100

101.23

99.81

D3.72 0.91 1.03 1.135 0.225 0 0 0 22.5 0 100

101.23

100.2

135 D18.6 1.41 1.32 1.225 0.185 0 0 0 18.5 0 100

101.23

99.91

D12.8 1.41 1.32 1.225 0.185 0 0 0 18.5 0 100

101.23

99.81

D6.18 1.385 1.34 1.295 0.09 0 0 0 9 0 100

101.23

99.89

D22.6 1.115 1.16 1.27 0.155 0 0 0 15.5 0 100

101.23

100.07

180 D13.7 1.49 1.42 1.35 0.15 0 0 0 15 0 100

101.23

99.81

D4.96 1.385 1.34 1.295 0.09 0 0 0 9 0 100

101.23

99.89

225 D20.9 1.5 1.42 1.35 0.15 0 0 0 15 0 100

101.23

99.81

D5.79 1.385 1.34 1.295 0.09 0 0 0 9 0 100

101.23

99.89

270 D7.16 1.49 1.42 1.35 0.15 0 0 0 15 0 100

101.23

99.81

Point 40 D5.5 1.41 1.385 1.355 0.055 0 0 0 5.5 0 10

0101.385

100

30 D3.53 1.42 1.405 1.385 0.035 0 0 0 3.5 0 100

101.385

99.98

35 D12.6 1.71 1.645 1.58 0.13 0 0 0 13 0 100

101.385

99.74

Point D0 D5.7 1.59 1.56 1.53 0.06 0 0 0 6 0 10

0101.56

100

D29.2 1.9 1.76 1.64 0.26 0 0 0 26 0 100

101.56

99.8

D35 1.92 1.53 1.15 0.77 0 0 0 77 0 100

101.56

100.03

30 D5.15 1.4 1.375 1.355 0.055 0 0 0 5.5 0 100

101.56

100.185

D7.35 1.585 1.55 1.51 0.075 0 0 0 7.5 0 100

101.56

100.01

D10 1.33 1.285 1.24 0.09 0 0 0 9 0 10 101.5 100.27


METHOD OF INTERPOLATION

a) arithmetic calculation

b) estimation

c) graphical method

The contour lines are interpolated by arithmetical calculations. This method is very accurate

than other two methods.

PREPARATION OF CONTOUR MAP After completing the interpolation we completed the contour map by filling all the details in

1:400 scales.

TRACING THE PLAN The contour map was prepared in the drawing sheet and trace din to the tracing paper and

sufficient number of ammonia print is taken.

CONTOUR MAP

WHOLE MAP

SURVEY CAMP DIARY

06/07/2015 First Day



Monday

Survey camp started on this day.

9.00 am : Students were divided into 5 batches and selected plot for each batch.

10.30 am : Received instruments for doing whole work.

2.00 pm : Conducted reconnaissance survey. Cleared work site. Additional

points were fixed and key plan was prepared.

2.30 pm : Key plan was submitted.

3.00 pm : Linear measurements were taken using measuring tape.

3.15 pm : Completed work.

07/07/2015 Second Day

Tuesday

8.15 am : Reported at the college.

8.45 am : Started second day work. Remaining linear measurements were taken.

9.15 am : Started theodolite traversing. Work was started from first traversing point.

12.00 pm : The reading up to third instrument station was completed.

1.30 pm : The readings up to last instrument station was completed and finally theodolite traversing was finished.

2.15 pm : Calculated the collected included angles. Then WCB and RB were calculated

3.30 pm : Completed the work

08/07/2015 Third Day



Wednesday

8.30 am : Reported the college.

9.30 pm : Started third day work. The batch was sub divided into two groups. First group established temporary bench mark and second group started plane tabling

1.00 pm : Temporary bench mark was established.

3.00 pm : Stopped third day work.

09/07/2015 Fourth Day

Thursday


8.45 am : Continued doing the contouring and plane table work

3.00 pm : Plane tabling was almost complete.

3.15 pm : Stopped fourth day work.

10/07/2015 Fifth Day

Friday


9.15 am : Continued plane tabling.

11.00 am : Plane tabling was completed.



12.00 pm : Camp officer verified our work.

4.00 pm : Fifth day work was stopped.

11/07/2015 Sixth Day

Saturday


8.45 am : Remaining tacheometric contouring was done.

1.00 pm : Contouring was completed.

2.00 pm : Further calculations were proceeded.

3.00 pm : Stopped sixth day work

13/07/2015 Seventh Day

Monday


8.45 am : Continued doing calculations

1.00 pm : Instrument was returned.

2.00 pm : Stopped the work



CONCLUSION

The second year camp is highly important and interesting for students. It helps

them experience about field work. All the portions we studied under surveying in the theory

class are practically done. It gives confidence to future work, by attending the survey camp

we got thorough knowledge about field work. Since all the members put in all the efforts and

with learn spirit we completed our work successfully within the stipulated time. This camp

also gives us the opportunity to understand the value of team work and discipline.

After the camp we acquired a thorough knowledge on all the aspects of

selection of stations, drawing key plan finding and distribution of error in linear

measurements, preparation of Gales traverse table, plotting and tracing of traverse conducted

in survey work successfully.


main body.docx

Documents

theodolite surveying

survey stations

preparation of plan

object of surveying

types of surveying

chain surveying

preliminary surveying

preparation of location