model camp work outside the campus

8/13/2019 Model Camp Work Outside the Campus

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CAMP WORK AT

OUTSIDE THECAMPUS

27


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Ex.No: 5

Date :CONTOURING BY BLOCK LEVELS

AIM:

To conduct the survey contouring by block levels and plot the contour map by

interpolation.

CONTOURING DEFINITION:

Contour may be defined as an imaginary line joining the points of equal elevationwith the surface of the ground.

EQUIPMENTS REQUIRED:

Theodolite, Tripod, anging rod, Cross staff, Chain, Tape, !rrows etc.,

PROCEDURE (CONTOURING BY SQUARE OR BLOCKS:

This method is used when the area to be contoured is not very large and ground is not

much undulating. "ollowing procedure is used

#. un fly and establish the $% near the area of work.

2. &ivide the area to be surveyed in to number of squares and mark the corners of each

square with begs.

'. The si(e of square depends upon on the nature of the ground and accuracy needed . )t

generally varies from * to 2+m

. -et up the level in the middle of the area in commanding position.

*. Take a $- on the $% and determine the height on the instrument.

. /old the staff on each corner of the square and take staff reading.

7. &etermine the elevation of the corner points of each square .

0. 1lot the squares and enter the elevation of each corner points.

. &raw the contour lines by interpolation.

INTERPOLATION OF CONTOURS:

The process of spacing the contour in their proper spaces in between the plotted

ground points is termed as the interpolation of contours . There are mainly three methods, the

methods of estimation, the method of arithmetic calculation and the graphical method.

20


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TABULATION:

S.NO B.S I.S F .S !.I R.L REMARK " ".#$$ "$".#$$ "$$.$$$ B.M

% ".#$5 &&.&&5 A$

# ".'$ &&.5%$ A"

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2


4/22

)) 5.)#$ &."'5 D&

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55 #.&'$ &&.*#5 E&

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5' "."5$ "$%.)55 F$

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*$ ".''$ "$".#5 F#

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&% $.)$5 "$#.%$$ I%

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""" $.$$5 "$#.*$$ +"$

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C!ECK:

3 "-4445 3 $- 6 3 ")-T 444 5 3 !-T

2.'+ 5#.'+* 6 #+#.2* 5#++.+++

#.2* 6 #.2*

/ence 8k

RESULT:

9ow, the contour map of the given area is drawn by block contouring

'#


6/22

Ex.No: *

Date :

RADIAL TAC!OMETRY CONTOURING

AIM:

To conduct the survey , contouring by radial contouring by interpolation.

CONTOURING:

Contouring may be defined as the line of intersection of a level surface with the

surface the ground .! contour plan is required for the design of engineering structure, for the

calculation of earth work and for getting detailed information regarding the topography of

country etc.,

EQUIPMENT REQUIRED:

Theodolite, Tripod, anging rod, Cross staff, Chain, Tape, !rrows etc.,

PROCEDURE:

The instrument used for this survey is tacheometer. Tacheometer is a transit theodolite

having a diaphragm with two stadia hairs. The hori(ontal distance between the instrument

and staff may be determined from instrumental observation only. The same instrument is

used both for the hori(ontal and vertical control. This method is also known as radial

contouring.

This method is mostly suited for preparing the contour map of a hill or a valley where

chaining will becomes tedious and inaccurate .The instrument is set up of the center of the

site and the number of the radial lines are set out at a known angular interval and

representative points are pegged out along the radial lines . 8bserved vertical angles and

three hair readings of stadia of each representative points and record. The elevation and the

distance are then calculated. The survey is plotted to a suitable scale and the contours then

interpolated.

'2


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TABULATION:

S.NO TOP MIDDLE BOTTOM !.I R.L LENGT! REMARK

''


8/22

'

" ".%*$ "$".%*$ "$$.$$$ ).5 B.M

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55 "."5 ".'55 ".'$$ &&.5$5 "".5 F)

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9/22

C!ECK:

3 "-4445 3 $- 6 3 ")-T 444 5 3 !-T

2.0+ 5#.2+ 6 #++.+++ 50.'7+

#.'+ 6 #.'+

/ence 8k

RESULT:

9ow , the contour map of the given area is drawn by radial tacomentry contouring.

Ex.No: '

Date :

LONGITUDINAL SECTIONING AND CROSS SECTIONING

(L.S AND C.S.FOR ROAD ALIGNMENT

AIM:

To conduct the survey , .- : C.-. for a road alignment and plotting the profile.

LONGITUDINAL SECTIONING (Po/01e 1e2e1034:

)n this method also called profile leveling the object of leveling operation is to

determine the undulations of the ground surface along the center line of a road , railway ,

'*


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canal, or pipe line . The levels are taken at the peg station points which marked at a distance

2+ to '+ on the ground.

CROSS SECTIONING:

Cross sections are taken usually along a line ,perpendicular to the centre line and the

interval between successive stations is '+ to *+m. The length of cross section on either side

will be varies with the nature of the proposed work at the site . "or the road the length may be

'+m on either side for railway line at it may be *m on the either side .

EQUIPMENTS REQUIRED:

#. Theodolite2. Tripod

'. anging rod

. Cross staff

*. Chain

. Tape

7. !rrows

PROCEDURE:(LONGITUDINAL SECTION

#. 1rofile leveling is similar to fly leveling but it is run along a predetermined line at

measured intervals.

2. ;stablish the benchmark near the starting and ending points of the proposed

profile by running check levels from a bench mark of known .

'. "i< the profile line !$ on the ground by fi


11/22

7. Take $- on $% to determine the height of the instrument.

0. /old the leveling staff at successive stations and take )- determined to the levels

on these points.

. -elect the change point =C1> if the )- distance e


12/22

TABULATION:S.NO B.S I.S F .S !.I R.L REMARKS

" ".))$ "$".))$ "$$.$$$ B.M

% ".&5$ &&.)&$ C$ $M# %.$%$ &&.)%$ L"

) ".&5 &&.)55 R"

5 ".*$ &&.5$ C" 5M

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' ".'$ &&.5'$ R"

".')$ &&.'$$ C% "$M

& ".'$ &&.**$ L"

"$ ".'5$ &&.*&$ R"

"" ".*5$ &&.'&$ C# "5M

"% ".*$ &&.'*$ L"

"# ".**$ &&.'$ R"

'0


13/22

") ".*"$ &&.#$ C) %$M

"5 ".*%$ &&.%$ L"

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#" ".)#$ "$$.$"$ R"

#% ".#*5 "$$.$'5 C"$ 5$M

## ".)$$ "$$.$)$ L"

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#5 ".#$$ "$$.")$ C"" 55M

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#' ".#$$ "$$.")$ R"

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#& "."&$ "$$.%5$ L"

)$ "."*5 "$$.%'5 R"

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)# ".$'$ "$$.#'$ R"

)) $.&"$ "$$.5#$ C") '$M

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S.NO B.S I.S F .S !.I R.L REMARKS

)* $.&)$ "$$.5$$ R"

)' $."$ "$$.*#$ C"5 '5M

) $.*$ "$$.5$ L"

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*$ $."#$ "$".#"$ L"

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'


14/22

*% #.'"$ "$".*%$ C%$ "$$M

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'& ".&&5 "$#.##5 R"

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S.NO B.S I.S F .S !.I R.L REMARKS

&5 "."$ "$).")$ C#" "55M

&* ".%)$ "$).$$ L"

&' ".%%5 "$).$&5 R"& "."$ "$).")$ C#% "*$M

&& ".%5$ "$).$'$ L"

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"$" ".%%5 "$).$&5 C## "*5M

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"$& ".*"5 "$#.'$5 R"

+


15/22

""$ ".)$ "$#.)$ C#* "$M

""" ".&$ "$#.#)$ L"

""% ".&$ "$#.)#$ R"

""# %."'5 "$#.")5 C#' "5M

"") %.%#$ "$#.$&$ L"

""5 %.%)$ "$#.$$ R"

""* %.5$$ "$%.%$ C# "&$M

""' %.*)$ "$%.*$ L"

"" %.55$ "$%.''$ R"

""& %.&)$ "$%.#$ C#& "&5M

"%$ %.&&5 "$%.#%5 L"

"%" %.&)$ "$%.#$ R"

"%% %.&5$ "$%.#'$ C)$ %$$M

"%# %.&*$ "$%.#*$ L"

"%) %.&&$ "$%.##$ R"

C!ECK:

3 "-4445 3 $- 6 3 ")-T 444 5 3 !-T

2.+5#.+6 #+2.''+5#++.+++

2.'0+ 6 2.'0+

/ence 8k

RESULT:

The profile leveling along the road by conducting longitudinal sectional leveling and

cross sectional leveling using theodolite completed and plotted on the graph=!2>

Ex.No:

Date :

DETERMINE T!E A6IMUT! BY E78MERIDIANOBSERVATION ON SUN

AIM:

To determine the a(imuth of line !$C joining the instrument station and the goal with

known latitude.

APPARATUS REQUIRED:

#. Theodolite

2. -unglass'. Tripod,

#


16/22

FORMULA USED:

Tan !?2 6 sin =s@a> < sin =s@b> sin s < sin=s@(>

Ahere,

e BB p 6 co@altitude 6 +BB D

p BB mp 6 1olar distance 6 +BB E

( BB m 6 enith distance6 +BB d

6 !(imuth

PROCEDURE:

#. The TheodoliteF is set up on the tripod and then primary adjustment are

made to bring the hori(ontal and vertical bubble to the centre

2. Clamp both the plates to (ero perpendicular sight the reference mark

'. Aith the left face the bottom position of the image of sun is bisected.

. ! vertical wire is kept on the upper end right limb of the sun by moving

the tangential screw of the upper plate.

*. The hori(ontal wire and right limb touches the hori(ontal hair in quadrant

i> The chronometer time

ii>/ori(ontal angle

ii> Gertical angle are recorded.

. Hsing the two tangent screws as quick as possible bring the sun into the

second quadrant of glass wire and again the hori(ontal and vertical angles

and chronometer time.

7. Turn to the reference mark reverse the face and take another sight on

reference mark.

0. Take two more observation of sun previous right face as in above step with

the sun in the third and fourth quadrant.

. finally bisect the reference mark to see that reading is (ero.

TABULATION:

2


17/22

INSTRUMENT

AT

SIG!T

TOFACE

!ORI6ONTAL ANGLEMEAN

VERTICAL ANGLEMEAN TIME

A B 9

; < ; < ; < ; < ; < ; 6 '30I++J

%ean vertical angle =K> 6 #0L*#I*J

%ean time of observation 6 7h'7m2+sec

GIVEN:8

%eridian passage

&eclination of sun M #h N%T 6 *#.0I-

&eclination of sun M 2h N%T 6 *#7.0I -

&eclination of sun M 'h N%T 6 *#7.0I -

atitude of place of observation 6 #+.22;

ongitude of place of observation 6 #+22N

!verage of altitude of sun =Ka> 6 #0*#*

'


18/22

!ltitude of place sun after correction=Kn> 6 KaO *0Jcot Ka

6#0*#I*J O *0Jcot

#05145

6 #727I#.+#J

!ltitude of sun after corrected for paralla< 6 0.0J Cos Ka

6 0.0J cos #0*#I*J

6 +L +I0'.'J

1aralla< correction 6 K aO KP

6 #0*#I*O +L +I0'.'J

6 #7*#I'.7J

N%T observation 6 7h'7m2+sO *h'+m

6 2h+7m2+s

#h N%T 6 2h+7m2+s

'*m#*s 6 =#?+> < 2h+7m2+?+


19/22

6 #+*#2.0

@ p 6 #+*#2.0O 7#L 0I#*J

=''I*.0J

@ s 6 #+*#2.0O 0+I'J

= '2L 'I'.0J

@ p 6#+*#2.0 O 02'.*

6 2+'+6*.*'J

Tan !?2 6 sin =s@a> < sin =s@b> sin s < sin=s@(>

6

Tan (!?2) 6 #.#'#

(!?2) = 0'2I'+.*'J

! 6 7L*I#.+*J

A6IMUT! OF T!E SURVEY LINE

! 6 7L*I#.+*J O ''+I+J

6 +'*I#.+*J

*


20/22

RESULT:

Thus the a(imuth of the given survey line was calculated by e< meridian method.!(imuth of the sun 6 7L*I#.+*J

!(imuth of the survey line 6 +'*I#.+*J

Ex.No: &

Date :

TRILATERATION

( PERPENDICULAR OFFSET MET!OD

AIM:

To draw the layout of the e


21/22

. Cross staff

PROCEDURE:

#. ! triangle formed in such a way that it covers the entire building with in it and also

the three corners of triangle should be inter visible and length of each side is

measured.

2. Cross staff is set on the base line perfectly perpendicular to every corners points of

the building.

'. The perpendicular distance and the distance of cross staff point from any corners of

the main triangles are measured at every corner point.

. Hsing the perpendicular distance of cross staff station ,the layout of the building is

drawn to a suitable scale.

RESULT:

Thus the layout of the e


22/22

. Cross staff

PROCEDURE:

#. ! triangle is formed in such a way that it covers the entire building with in it and also

the three corners of triangle should be inter visible.

2. ! base line is selected and the instrument is set on the line at any point at a known

distance from any corner of triangle.

'. The angles are taken by using the Theodolite at every corner of the building with

respect to the baseline.

. !fter taking the angles of all edges then the instrument is shifted to ne

model camp work outside the campus

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