SURVEYING FIELD WORK II LABORATORY - Gudlavalleru Engineering …civil.gecgudlavalleru.ac.in/pdf/manuals/Surveying-IILabManual.pdf · GUDLAVALLERU ENGINEERING COLLEGE Surveying Department

GUDLAVALLERU ENGINEERING COLLEGE Surveying

Department of Civil Engineering Curve Setting by Rankines Methods

SURVEYING FIELD WORK II LABORATORY

GUDLAVALLERU ENGINEERING COLLEGE SESHADRI RAO KNOWLEDGE VILLAGE: GUDLAVALLERU

DEPARTMENT OF CIVIL ENGINEERING

Name : ………………………………………………………

Regd. No : ……………………………………………………….

Year & Semester :………………………………………………………..

Academic Year : ……………………………………………………….



GUDLAVALLERU ENGINEERING COLLEGE SESHADRI RAO KNOWLEDGE VILLAGE::GUDLAVALLERU

DEPARTMENT

OF

CIVIL ENGINEERING

Surveying Field Work II- Lab Manual



GUDLAVALLERU ENGINEERING COLLEGE SESHADRI RAO KNOWLEDGE VILLAGE:: GUDLAVALLERU

DEPARTMENT OF CIVIL ENGINEERING

INDEX S.no

Date

Name of the Experiment Signature

of the

faculty

1

2

3

4

5

6

7

8

9

10

11

12



CURVE SETTING BY RANKINES METHOD

AIM: To set the curve using deflection angles by Rankines method.

Apparatus: Tape, Theodilite, Wooden pegs, arrows, ranging rods.

Theory:

In this method a tape is used for making linear measurements and a

theodilite is used from making angular measurements. This method is also

known as Rankines method, the tangential angle method (or) deflection angle

method. The method gives accurate setting out and is generally used for railways

and important highways.

Procedure:

1. Set up the theodilite at the point of curvature T1 and level it.

2. Set the verniner A at zero and clamp the upper plate. Loosen the lower

plate and sight the intersection point ‘V’ exactly using lower tangent

screw. Now the line of sight is in the line of rear tangent T, V and

vernier A reads zero.

3. Release the upper plate, and set the vernier A to the deflection angle

∆1. The line of sight is now directed along the chord T,A. Clamp upper

plate.

4. Ask the assistants to a steel tape. One will hold the zero and of tape

pinned at T1. The other holding an arrow a mark equal to first chord

length ‘C1’ on the tape. One will swing the tape around T1 till the arrow

is bisected by the line of sight. Fix the first peg at A.

5. Unclamp the upper plate and set the vernier. ‘A’ to be deflection angle

∆2 . The line at sight is now directed along T,B.

6. With the zero end of the tape at A and arrow at a mark on the tape

equal to second chord length C2, ask the assistant to swing the tape

around A until arrow is bisected with the line of sight. Fix the second

peg at point B & arrow point.



It may be noted that deflection angles are measured from tangent point

T1 and chord lengths are measured from the preceding point. The

chord length swings are indurdual, not commutative.

7. Repeat steps 5 and 6 till the last point is reached.

The last point so located must coincide with tangent point T2

already fixed from the point of intersection. If the discrepancy is large

repeat the work of setting out. If the discrepancy is small, adjust the last

few pegs.

Result: Hence the required curve is obtained by Rankine’s method.



DETERMINE OF AREA OF PLOT USING TOTAL STATION

AIM: To determine the given plot’s surface area.

Apparatus: Total station and prism with other accessories.

Theory:

The computations of areas and volumes is often required in civil

engineering practice. One of primary aims of land surveying is to determine the

are of land under survey. Which is usually the property of an individual or

institution. In plane surveying the team “area” refers to the orthogonal projection

of ground on a horizontal plane, not actual the ground surface.

(a) Make a quick ‘eye ball’ plan view sketch of the map area in the field

book. This will b e an important reference to which you will later

append information such as the location of home stations, back sights

etc.

(b) Take a few minutes to walk around your map area figure out where the

optional places for home stations, back sights and transverses are.

(c) Select a suitable location and setup instrument and do all necessary

station adjustments and job selection.

(d) Allocate the [Area] soft key to [meas] mode screen.

(e) Press [Area] to begin surface area calculation.

(i) Sight the first point on the line enclosing the area and press [meas].

(ii) Press [OBs] to begin observation. The measured values are

displayed. The [OBs] function requires each point to be observed

individually before area calculation is performed.

(iii) When [Read] is pressed registered co-ordinates can be recalled

and used in subsequent measurement.

(iv) Press [ok] to enter the values of point.

(f) Repeat ‘d’ until all the points have been measured. Points on the

enclosed area are observed in a clock wise or counter clock wise

direction.

(g) After all the points necessary to calculate the surface area have

observed press [calc] to display calculated area.



(h) Press (ok) to quit area calculation and return to [MEAS] mode.

Result:

The area of given points is 33.307 m2.



DISTANCE AND ELEVATION USING TACHOMETRIC PRINCIPLES

AIM: To determine the distance and elevation of a given object using principles

as Tacheometric principles.

Apparatus:

Tacheometry is a branch as surveying in which the distances and

elevations are determined from instrument observations alone, with no chaining

whats ever. The instrument observations with special tittings. A staff is held at

the various positions of interest and readings are taken. From these the

horizontal distance and vertical intercept are derived using optics and

geometry.

Procedure:

a) Select a suitable instrument station ‘A’ from where both object and

Bench mark are visible. Set up Tacheometer over the station A and do

all the necessary station adjustments and level it accurately with

respect to altitude level.

b) Direct the telescope towards the top of object bisect accurately and

clamp both the plates.

c) Read staff intercept and central stadia hair readings.

d) Read both verniers C and D and determine the vertical angle QPQ’.

e) Determine again the angle QPQ’ with face sight.

f) Find the mean value ‘α’ of the angle QPQ’.

g) Set the vertical vernior the zero with the altitude bubble central, take a

back sight on the staff held at B.M. Let ‘S’ be staff reading.

h) Determine the R.L of ‘Q’ as under

R.L of Q = R.L at B.M + V-r.

D = Ks cas2 α + C cas α

V = (Ks Sin 2 α) + C sing α.

2

Result :

a) The distance between the given object and instrument station is 25.6 mts

b) The elevation of the object is 104.498 mts.



DISTANCE AND GRADIENT BETWEEN IN ACCESSIBLE POINTS

AIM : To determine the distance and gradient b/w two in accessible points using

theodolite.

Apparatus: Theodilite is quite likely the most versatile and intricate surveying

instrument for measurement of horizontal and vertical angles. Theodilite

enable the surveyor to measure angles. To an accuracy ranging from 1’ to

0.1”. The distance between any two points can be calculated in directly.

With the help of observations of horizontal angle between them. From two

supplementary stations separated by a known distance. By determining

the elevation of the stations using principle trigonometric leveling one can

determine the gradient between then.

Procedure:

a) Let P and Q be the two given in accessible points.

b) Take two auxiliary stations A and B separated by distance ‘d ’ nearly

parallel to the points ‘P’ and Q .

c) Set up the theodilite over ‘A’ and do all the necessary adjustments.

d) Initialize the horizontal circle to “zero” with telescope bisect point ‘P’.

e) Clamping upper and lower screws top as point ‘P’ is bisected by

telescope Invertical plane and the vertical angle ‘α’ is noted.

f) Swing the telescope in the horizontal angle PAQ. Clamping upper and

the lower screw top as points Q is bisected by rotating telescope screws

top as points Q is bisected by rotating telescope is vertical and the

vertical angle ‘α’ is noted.

g) Swing the telescope in the horizontal plane to measure horizontal angle

PAB.

h) Shift the instrument to station ‘B’ and perform all necessary station

adjustments.

i) Measure vertical angle to P(P1) and Q(P2) and horizontal angles LQBP

and LQBA.



Result : Distance between in accessible points (S1) = 30.56 M

Gradient between two points AB is 15.772 M



DISTANCE AND GRADIENT MEASUREMENT USING TACHEOMETER.

AIM: To determine the distance and gradient of the any two in accessible points

using principles of tacteometry.

Apparatus: Tacheometer, leveling staff, tape.

Theory:

Tacheometery is a branch of surveying in which distances and elevations

are determined from instrument observations above, with no chaining what so

ever. The instrument used is the tacheometer with special fittings. A staff is held

at the various positions of interest and readings are taken from these horizontal

distance and vertical intercepts are derived using options and geometry.

Procedure:

1. Let P&Q be two given in accessible points.

2. Take two auxiliary stations A and B separated by distance ‘d’ nearly

parallel to points A and B.

3. Set up the tachometry over A and B. Do all the necessary

adjustments.

4. Initialize the horizontal circle to zero with telescope bisecting point P.

5. Clamping upper and lower screws then point ‘P’ is bisected by rotating

telescope invertical plane and vertical angle ‘B’, is noted.

6. Swing the telescope in horizontal plane to measure horizontal angle

PAQ. Clamping upper and lower screws top at point Q is bisected by

rotating telescope in vertical plane and vertical angle ‘F2’ is noted.

7. Swing the telescope in horizontal plane to measure the horizontal

angle PAB.

8. Slift the instrument the stations ‘B’ and perform all necessary station

adjustments.

9. Measure vertical angle to BB1 and horizontal angle QBP and QBA.

Horizontal distance (P) = Ks cas2θ + C.Caso

Vertical distance (V) = Ks sin2 θ + C sin θ Q2 Calculate3 distance between P and Q.



Gradient = Distance between P &Q Distance PQ

Result:

1. The distance between PQ.? 2. The Gradient ?



ELEVATION OF AN CIVIL BLOCK – BASE ACCESSIBLE

AIM: To determine the elevation of the civil block whose base is accessible.

APPARATUS: Theodilite, staff and tape.

Theory:

Trigonometric leveling is an indirect method of leveling in which the

relative elevations of various points are determined from the vertical angles

measured with theodilite and the horizontal angles measured with tape.

Procedure: (a) A station ‘A’ is selected such that both the civil block and bench

mark are visible.

(b) Set up the theodilite over the station ‘A’ level it accurately with

respected to the altitude level.

(c) Direct the telescope towards the top of object ‘G ’ Bisect ‘Q’

accurately and clamp both the plates. Read both verniers ‘C’

and ‘D’ determine the vertical angle QP Q’.

(d) Determine again the angle QPQ’ with face right.

(e) Find the mean value α1 of the angle QPQ1.

(f) Set the vertical vernier to zero with the altitude bubble central.

Take a back sight on the staff held at the B.M.

(g) Determine the R.L of “Q” as below.

h = D tan α .

R.L = R.L at B.M + S1+h.

RESULT: The elevation of the Civil block is ?

1 in 15.772



ELEVATION OF OBJECT USING TOTAL STATION

AIM: To determine elevation of object whose top is in accessible.


Theory:

A Rem measurement is a function used to measure the elevation of a

point where a target cannot be directly installed power line, over had cables and

bridges etc.

Procedure:

1. Select a suitable location and set up instrument and do all necessary

adjustment and job selection.

2. Allocate the Rem soft key to the Meas mode screen.

3. Select the target directly or directly over the object and measure target

height with total station.

4. After inputting the height measured accurately sight the target. Press

Dist in page of meas mode to carry out measurement. The measured

distance data, vertical angle and horizontal angle displayed. Press

stop to stop measurement.

5. Sight object and then press Rem. The REM measurement is started

and height from the ground to object is displayed in ‘Ht’.

6. Press stop to terminate the measurement operation.

7. To Re observe the object, sight the target, then press OBS.

8. Press (ESC) to finish and return to the MEAS mode screen.

Result:

The elevation of given water tank = 1.45 + 20.045 m

= 21.49m.



g) Shift the instrument to the station B and set it so that the line of collimation is

at the level of line of collimation at the station ‘A’ in other words the staff reading

on the B.M should be S. When the altitude bubble in central, sight the point Q

and measure the vertical angle QRQ1. Take the mean value of the verniers ‘C’

and ‘D’. Change the face and take the average value α2.

h) Determine the R.L. of ‘Q’ as under R.L of Q = H1 of instrument +H.

dtan α2 H = , h = D tan α , h = (D+d) tan α2 tan α1

Result : The elevation of civil block is = 113.8 mt



GRADIENT BETWEEN IN ACCESSIBLE STATION USING

AIM: Determine of gradient between in accessible stations using total station.


Theory:

Missing line measurement is used to measure the slope, distance,

horizontal distance and horizontal angles to a tangent from the target which is the

reference (start) without moving instrument.

Procedure:

(a) Select a suitable location and setup the instrument and do all

necessary adjustment and job section.

(b) Sight the target of the starting position and press [Dist] in the first page

of [MEAS] made in begin measurement.

(c) Sight second target press [MLK1] in the third page of [MEAS] to begin

observations. The following values are displayed.

(i) Slope distance as starting position and 2nd target.

(ii) Horizontal distance of starting position & 2nd position.

(iii) Height difference of starting position and 2nd target.

(d) Sight next target and press [MLM] to begin observation slope distance,

horizontal distance and height difference between multiple points and

the starting position can be measured in this way.

(i) Press [OBS] to observe starting position. Sight the starting position

and press [OBS].

(ii) When [MOVE] is pressed the last target measured becomes the

new starting position to perform missing line measurement of next

target.

(e) Press [ESC] to end missing line measurement.

Result:

The slope between the two in accessible points is 1 in 60.324 m.



MEASUREMENT OF HORIZONTAL ANGLE BY REITERATION

AIM: To determine the horizontal angle by reiteration method.

APPARATUS:

Theodolite, ranging rods and other accessories. Theodolite is quite likely

the most versatile and intricate surveying instrument for the measurement of

horizontal and vertical angle. Theodolite enable the surveyor to measure angle

to an accuracy ranging from 1’ to 0.1”. Theodolites enable the surveyor in laying

off horizontal angles, determining difference in elevation, setting out curves,

prolonging survey line etc., The method of reiteration method (or) method of

series is suitable for the measurement of angle of a group having a common

vertex point. Several angles are measured successively and finally the horizon is

closed.

PROCEDURE:

1. Fix the stations (P,Q,R,S, etc.,) between whom the angles should be

measured by fixing ranging rods.

2. Set a station ‘X’ from where all the stations between whom horizontal angle

should be measured. Set up the instrument and do the necessary station

adjustments. (Setting up, centering, leveling and elimination of parallax).

3. Release all clamps turn the upper and lower plates in opposite directions.

Till the zero of the scale and vertical circle is to the left. Clamp both the

plates together by upper clamp and lower clamp and bring two zeros by

upper clamp coincidence by turning the upper tangent screw. Take both

vernier readings. The reading on verniner ‘B’ will be also 180 if there is no

instrumental error.

4. Similarly, bisect successively Q,R,S etc., thus closing the circle. Read both

the verniers at each bisection. Since the graduated circle remains in a

fixed position throughout the entire process each included angle is obtained

by taking the difference between two consecutive readings.

5. On final sight to Q, the reading of the vernier should be the same as the

original setting. If not, note the reading and find the error due to slip etc.,



and if the error is small, distribute it equally to all angles. If large, repeat the

procedure and take a fresh set of readings.

6. Repeat 3 to 5 with the other face.

7. The horizontal angles are then obtained with face left and face right.

RESULT:

The horizontal angles are ?



MEASUREMENT OF HORIZONTAL ANGLE

AIM: To determine horizontal angle by Reception method.

APPARATUS: Theodilite, ranging rods, other accessories.

THEORY:

Theodilite is quite likely the most Surveying instrument for the measuring

of horizontal and vertical angles. Theodilites enables the surveyor to measure

angles to an accuracy ranging from 1 ٰ to 0.1 ٰ ٰ ٰ . Reception method, an angle

is measured two or more times by allaowing the vernier to remain clamped each

time at the end of each measurement instead of setting it back at zero when

sighting at the previous station, is used to estimate errors due to eccentricity of

verniers and centres, in adivstments of line of collimation and tunnion axis, in

accurate graduations and inaccurate bisection.

PROCEDURE:

a) Fix the stations (P and Q) between whom the angle should be measured

by fixing ranging rods.

b) Select a station ‘X’ from where all the stations between which horizontal

angles should be measured are clearly visible. Set up the instrument and

do the necessary station adjustments (setting up and centering leveling

and elimination of parallax).

c) Release all clamps, turn the upper and lower plates in opposite directions

till the zero of one of the verniner (A) is against the zero of the scale and

the vertical scale is to the left. Clamp both the plates together by upper

clamp and lower clamp and bring the two zeros into exact coincidence by

turning the upper tangent screw. Take both verniner readings. The

reading on verniner B will be 1800 if there is no instrumental error.

d) Loose the lower clamp and direct the telescope towards the point ‘P’.

Clamp the lower clamp and bisect point ‘P’ accurately by lower tangent

screw.



e) Un clamp the upper clamp and turn the instrument clockwise about the

inner axis towards Q. Clamp the upper clamp and bisect ‘Q’ accurately

with the upper tangent screw. Note the reading of verniers A and B to get

the approximate value of angle LPXQ.

f) Unclamp the lower clamp and turn the telescope to sight ‘P’ again. Bisect

‘P’ accurately by using the lower tangent screw. It should be noted that

the verniner reading will not be changed in this operation since the upper

plate is clamped to the lower.

g) Unclamp the upper clamp turn telescope clockwise and sight a bisect ‘Q’

accurately by upper tangent screw. Measure angle LPXQ again. It will

about nearly twice the previous value.

h) Repeat the process until the required number of times (usually 3). The

average angle with face left will be equal to final reading divided by 3.

i) Change face and make three more repetitions as described above. Find

the average angle with face right, by dividing the final reading by ‘3’.

j) The horizontal angle is obtained by taking the average of two angles

obtained with face left and face right.

Result:

The horizontal angle between station is 520 37’ 40”



SETTING OUT A SIMPLE CURVE BY MANUAL METHOD

AIM: To set a simple curve by method of off sets from the chords produced.

Apparatus: Chain, tape, Ranging rods, arrows, cross staff and lime powder.

Theory:

The design and construction of curves is an important aspect of route

surveying of rods, railways canals etc. A curve is provided at the intersection of

the straight lines to effect a gradual change in the direction. A horizontal curve is

provided at the point where the two straight lines intersect in. The horizontal

plane and vertical curve is provided where the two straight lines at different

gradient intersect. Setting out interval along the curve.

Calculation:

a) Tangent length and length of curve are determined.

b) Depending on the full chain stations, the length abnormal chord and first

and last sub chords and first and last sub chords is determined.

c) Offset length = (Chord length)2 2 x Radins of curve Procedure:

a) Locate the tangent points T1 and T2 and find out their changes.

b) Determine the lengths of the first sub chord (C’), normal chords (c) and the

last sub-chord (C’’). So that the pegs are at full chain stations.

c) Keep the zero mark of the chain (or) tape at T1 and spread the chain (or

tape) along the back tangent T1 and measure a distance T1A1 = C1 =

length of the first sub chord.

d) With T1 as the centre and T1A1 as radius, swing the chain such that A1A =

(C’)2 /2R and fix the first peg at A.

e) Now spread the chain along the chard T1A1 and pull it straight in that

direction to the point B2 as radius, swing the chain to a point B such that

B2B = C (C+C)/ 2R fix the second pet at B.

f) Spread the chain along the chord AB to point C2 and fix third peg at C

such that C2C – o3 = C2/R as in step 5.



g) Continue the above process till the last bit one peg is fixed.

h) Fix the lat peg by taking an off set to C” (C+C”) from the prolongation of

the proceeding chord.

i) The last peg so fixed will coincide with the point of tangency T2 already

fixed in step 1.

Result: The simple curve of Radius 150 m is set.

Documents

SURVEYING FIELD WORK II LABORATORY - Gudlavalleru Engineering …civil.gecgudlavalleru.ac.in/pdf/manuals/Surveying-IILabManual.pdf · GUDLAVALLERU ENGINEERING COLLEGE Surveying Department