TASK 2: TOTAL STATION

INTRODUCTION

In the past, transits and theodolites were the most commonly used surveying
instruments for making angle observations. These two devices were
fundamentally equivalent and could accomplish basically the same task. Today,
the total station instrument has replaced transits and theodolite. Total station
instrument can accomplish all of the tasks that could be done with transits and
theodolite and do them much more efficiently. In addition, they also can observe
the distance accurately and quickly. Furthermore, they can make computation
with the angle and distance observations and displays results in real time. These
and many other significant advantages had made total stations the predominant
instrument used in surveying practice today. They are used for all types of
surveys including topographic, hydrographic, cadastral and construction surveys.

OBJECTIVES

The objectives for conducting the fieldwork of boundary survey (‘booking’) are:
1. To set out and conduct survey for the boundary of specified buildings
around Tandarason Resort & Country Club(TRCC) by open and closed
traverse.
2. Calculate the bearing and length of every side of traverse after finding
coordinates.
3. Calculate area of any traverse boundary after knowing length and bearing.

MATERIALS AND APPARATUS

Instruments that were used during the fieldworks are listed below.
a) Total Station
b) Prism
c) Tripod
d) Staff
e) Measuring tapes
f) Pegs
g) Ranging pole
METHADOLOGY
i. CLOSED TRAVERSE

Step i: Generally,

a) The instrument is set up.

b) PWR-on, telescope is tilt and sighted.
c) ANG is pressed to set Bearing from North.
d) ENT is pressed to confirm.
e) MSR is pressed and horizontal distance is booked.

Step ii:

a) ENT is pressed to start traverse.

b) First CP is then sighted from starting point B and then HA horizontal angle
is noted and booked as face left.
c) MSR is pressed to measure the horizontal distance.

Step iii:

a) Face-right is then carried out (to eliminate maladjustments of the

instrument).
b) Face-right transit (eye-piece is right of centre).
c) ANG is pressed.
d) HA horizontal angle is set.
e) ENT is pressed.
f) Point C is targeted and sighted on ‘face-right’ from point CP1.
g) MSR to check horizontal distance.
h) Point CP2 is then sighted from point CP1 and the HA horizontal angle is
noted and booked as face right.
i) Face right check.
j) MSR is pressed to measure horizontal distance.
k) Mean is then recorded: 0.5 [(Face-left) + (Face-right)] =value calculated.
Step iv:

Instrument then changes position from tripod B to tripod C: Press PWR to OFF
and move.

a) At position C return face-left and take back-bearing to B.

b) ANG is pressed and the HA horizontal is set as previous reading and ENT
to confirm.
c) MSR is pressed to check distance C to B.
d) D is sighted from instrument C; HA is booked as face-left.
e) MSR; distance C to D.
f) Face-Right is repeated.
l) HA horizontal angle is set.
g) ENT is pressed.
h) Face right angle B is the recorded.
m) Mean is the recorded:0.5[(face-left) + (face-right)] =value calculated

Step i, ii, iii, and step iv repeated up to 16 point.

ii. OPEN TRAVERSE

Step i:

a) The instrument is being set up.

b) The total station is located at the TBM point and sight the pole prism at
CP1 on face left.
c) The horizontal angle (HA) is recorded in the booking table.
d) The total station is set to face right (tilt telescope) and CP1 is sighted
again.
e) The horizontal angle and the distance are recorded.

Step ii:

f) The total station has been changed from TBM to tripod at point CP1.
g) At CP1 the total station is set to face left and angle (ANG) is pressed as the
previous reading of face right and ENT to confirm.
i) The distance is recorded.
j) The total station then sighted to the point at each corner of the building.
 k) The value of X, Y, and Z is recorded for each point from the building.

Step iii:

l) Before changing point, the total station is sighted back to the prism at
TBM.
m) The face right is recorded from horizontal angle (HA).
n) The total station is sighted to the CP2.
o) The face left and face right are recorded from the horizontal angle from
CP1.
p) The distance is recorded.
q) Total station is moved to the CP2.

Step iv:

r) Step 2 until step 3 repeated.

s) The step is repeated until the last changing point.
RESULTS
i. CLOSE TRAVERSE
Tabulation of Data for the Clockwise Horizontal Angle Reading (before correction)

FRO TO DISTANC
STATIO
BEARING/ANGLE M LINE ST E COMMENTS
N
STN N (m)
FINAL
FACE FACE
MEAN BEARIN
LEFT RIGHT
G

A 271°13'
91°13' 58'' 12.0433
58''
B
C 238°40'22'' 58°40'22''

B 238°40'
58°40'22'' 13.5136
C 22''
198°26'
D 18°26' 27''
27''

C 198°
18° 26' 27'' 12.8631
D 26'27''
201°17'
E 21°17' 12''
12''

D 201°17'
E 21° 17' 12'' 18.6442
12''

F 197° 44' 7'' 17° 44' 7''

E
17° 44' 7'' 197° 44' 7'' 31.5539
F
G 184° 4° 28' 17''
 28'17''
F 184°28'
4° 28' 17'' 34.9146
G 17''
H 130° 54' 0'' 314° 54' 0''

G
310° 54' 0'' 130° 54' 0'' 37.2854
H
I 118° 39' 9'' 298° 39' 9''

H
298° 39' 9'' 118° 39' 9'' 29.4481
I
131°58' 311°58'
J
27'' 27''

I 311°58' 131 58'

12.272
J 27'' 27''
K 96° 0' 41'' 276° 0' 41''

J
276° 0'41'' 96° 0' 41'' 36.9226
K
L 46° 8' 9'' 226° 8' 9''

K
226° 8' 9'' 46° 8' 9'' 32.1604
L
166°41'
M 346° 41' 1''
41''

L 166°41' 346°41'
42.7968
M 41'' 41''
355°28' 175°28'
N
54'' 54''

M 175°28' 355°28'
30.4053
N 54'' 54''
O 328° 32' 1'' 148° 32' 1''

N 148° 32' 1'' 328° 3' 21'' 38.9377

O
5 339° 9'
159° 9' 54''
P 54''

P 159° 9' 54'' 339° 9' 54'' 34.4643

5

A 274°16' 94° 16' 42''

 42''

274°16'
P 94° 16' 42'' 12.0433
A 42''
B 271°11'
91° 11' 35''
35''

Tabulation of Data for the Clockwise Horizontal Angle Reading (after correction)

TO DISTAN
STATI FROM COMME
BEARING/ANGLE LINE ST CE
ON STN NTS
N (m)
FACE FACE FINAL
MEAN
LEFT RIGHT BEARING

A 91°13' 271°13' 238° 40' 238°40'30 12.043

58'' 58'' 22'' .94'' 3
B –
(-
238°40 58°40'
C 0°0'8.94
' 22'' 22''
'')

B 58° 238°40' 198°26' 198° 26' 13.513

C 40'22'' 22'' 27'' 44.8'' 6

D 198°26 18° 26' –

 ' 27'' 27''
(-
0°0'17.8
C 18°26' 198°26' 8'')
201°17' 201°17'38 12.863
D 27'' 27'' 12'' – .82'' 1
(-
201° 21° 17' 0°0'26.8
E
17' 12'' 12'' 2'')

D 21° 17' 201°17' 197°44' 197°44'42 18.644

E
12'' 12'' 7'' .76'' 2
-
(-
197° 17° 44'
F 0°0'35.7
44' 7'' 7''
6'')

E 17° 44' 197° 184°28' 184° 29' 31.553

F 7'' 44' 7'' 17'' – 1.7'' 9
(-0°0'
184° 4° 28' 44.7'' )
G
28' 17'' 17''

F 4° 28' 184°28' 130° 54 130°54'53 34.914

G 17'' 17'' 0 .64'' 6
-
(-
130° 314°
H 0°0'53.6
54' 0'' 54' 0''
4'')

G 310° 130° 118°39' 118°40'11 37.285

H 54' 0'' 54' 0'' 9'' .58'' 4

I 118° 298° - (-

39' 9'' 39' 9'' 0°1'2.58

'')
 H 298° 118° 131° 58 131° 59' 29.448
I 39' 9'' 39' 9'' 27 – 38.2'' 1
(-
0°1'11.5
131° 311°58'
J 2'')
58' 27'' 27''

I 311° 131°58' 96° 96° 2'

12.272
J 58' 27'' 27'' 0'41'' 1.46''
-
(-
96° 0' 276° 0' 0°1'20.4
K
41'' 41'' 6'')

J 276° 0' 96° 0' 46° 8' 9 46° 11' 36.922

K 41' 41' '' 0.46'' 6
- (-0°1'
46° 8' 226° 8' 29.46'')
L
9'' 9'

K 226° 8' 46° 8' 346° 41 346°42'39 32.160

L 9'' 9'' 1 - (- .34'' 4
0°1'38.3
346° 166°41' 4'')
M
41' 1'' 41''

L 166° 346°41' 355°28' 355°30'41 42.796

M 41' 41'' 41'' 54'' – .28'' 8
(-0°1'
355° 175°28' 47.28'')
N
28' 54'' 54''

M 175° 355°28' 328° 32' 328°33'57 30.405

N
 28' 54'' 54'' 1'' – .22'' 3
(-
0°1'56.2
328° 148°
O 2'')
32' 1'' 32' 1''

148° 328° 3' 339° 9' 339°11'59 38.937

N
32' 1'' 21'' 54'' – .16'' 7
O (-
5
P 0°2'5.16
339° 9' 159° 9'
'')
54'' 54''

O 159° 9' 339° 9' 274°16' 274° 18' 34.464

P 54'' 54'' 42'' – 56.1'' 3
5
(-
0°2'14.1
274° 94° 16'
A '')
16' 42'' 42''

94° 16' 274°16' 91° 11 91° 13' 12.043

P
A 42'' 42'' 35 - ( - 58'' 3
B 0° 2 23)
91° 11' 271°11'
35'' 35''

Total Correction:
= 91° 11' 35'' - 91° 13' 58''
= (-) 0° 2' 23''
= (-) 0° 0' 8.94'' per station
Autocad drawing of close traverse

DISCUSSION

According to (Kavanagh B. F., 2003) a total station is able to measure and record
horizontal and vertical angles together with its slope distances. Total station is
also capable to do the averaging multiple angle measurements; averaging
multiple distance measurements; determining horizontal and vertical distances;
X(easting), Y(northing) and Z coordinates; and determining remote object
elevations and distances between remote points. “Horizontal angles are usually
measured with a theodolite or total station whose precision can range from 1’ to
20’’ of arc. Angles can be measured between lines forming closed traverse,
between lines forming an open traverse, or between a line and a point to aid in
the location of that point” (Kavanagh B. F., 2003) .

Based on the final table of horizontal angle before the misclosure is

corrected (Table 1), calculation done resulting to the misclosure correction of -
0ᵒ02'23'', when the final bearing of 91ᵒ11'58'' subtracting the initial bearing of
91ᵒ11'58''. The misclosure correction of 00 ᵒ02'23'' divided into 16 points which is
calculated as -(00ᵒ02' 23'') / n, where n=16 as per station correction to final
bearing. For example, -(00ᵒ02' 23'')/16=-(00ᵒ00' 8.49'')
Then, value of -00ᵒ00' 8.49'' subtract from mean of each point and each of the
point will add -00ᵒ00' 8.49'’. For instance:

STATIO FROM TO DISTANCE

BEARING/ANGLE LINE COMMENTS
N STN STN (m)
FACE FINAL
FACE LEFT MEAN
RIGHT BEARING
A 238 40 22 238 40
91 ° 13 58 271 13 58 12.0433
– 30.94
B (- 0 0
C 238 ° 40 22 58 40 22 8.94)

B 198 26 27 198 26
58 40 22 238 40 22 – 13.5136
C 44.8
(- 0 0
D 198 26 27 18 26 27 17.88)

Value of (- 0 0 17.88) obtain after adding initial error with (- 0 0 8.94).

After summing up all the correction in each point, value of 00 ᵒ02' 23'' obtain
again as shown in the example below:

STATIO FROM TO DISTANCE

BEARING/ANGLE LINE COMMENTS
N STN STN (m)
FACE FINAL
FACE LEFT MEAN
RIGHT BEARING
P 94 ° 16 42 274 16 42 91° 11 35 91 13 58 12.0433
 –
A 271 11 (- 0 2 23)
B 91° 11 35
35

For the open traverse, surveys were conducted on each corner of the structure
we found in range area given which is from Raflessia building, lake, field,
bamboo chalet and up to mountain view motel. A total of 15 corners were
identified and measured. The x, y and z coordinate are jot down in reference to
the temporary benchmark. On the hand, a total of 12 buildings
Throughout these survey sessions, there were several errors or problems
faced during the fieldworks, however these problems were successfully rectified
with some solutions. Main issue we facing during the fieldwork is about weather.
Weather for 5 days at TRCC keep changing. Sometimes it was extremely hot and
sometimes it was pouring. When the weather was extremely hot especially in the
afternoon, we stop doing our work and take rest. Other than that, each of our
group take extra protection facing the hot weather by wearing sun block, hat and
drink a lot of water. Bad weather, which is rainy day, early morning in the
morning had caused the group to start the fieldwork (closed traverse) later than
planned. Supposedly, the work starts at 0600 and finish by 0900, instead of at
0800 and done at 1200, as we did. So, as soon as the work started, there are no
delay. All members were alert with their roles as planned on the night before.
Another problem we faced was the distance and area of survey. The distance
between point is too short. Because of the distance too short, another group
interfere in between our total station and prism causing reading cannot be taken.
Since our group were already half way through our surveying, we decided to wait
for the other group to finish first and causing us delay for about 1 and half hour.

Both open and closed traverse are highly applicable to the engineering
survey field. Close traverse is commonly used for boundary survey. Example of
closed traverse includes surveying for the boundary of a lake, or boundaries
which was set upon to bound a construction within. It is important to carry out
boundary survey in order to ensure that the construction area is within an
appropriate area and not clashing into some other individual’s property. The
characteristic of closed traverse is that we need to return to our original position
by the end of the survey. On the other hand, open traverse need not return to
the original survey position, thus it is more suitable for engineering works such
as highway survey where it is desired to survey an area which extends outwards
some distance from the temporary benchmark or starting point.

TASK 3: CONTOUR
INTRODUCTION
Surveyors and engineers most often use contours to depict relief. The reason is
that they provide an accurate quantitative representation of the terrain. A
contour can be defined as a line connecting points of equal elevation. Since
water assumes a level surface, the shorelines of a lake is a visible contour, but in
general, contours cannot be seen in nature. On maps, contours represent the
planimetric locations of the traces of level surfaces for different elevations.

In this survey camps, we use direct method to plot given area of Tandarason
Resort & Country Club(TRCC). This method performed by using a total station.
After the instrument is set up, the HI established and the telescope oriented
horizontally. Then, for the existing HI, the rod reading (foresight) that must be
subtracted to give a specific contour elevation is determined. Distance and are
observed electronically with total station instrument.

OBJECTIVES

The objectives for conducting contouring in the given area are:

1. To construct contour maps, cross-sections and calculate gradients using
topographic data in TRCC.
2. To develop basic skills used in topographic map interpretation.
3. To introduce the concept of direction (points of a compass and azimuths).

MATERIALS AND APPARATUS

Instruments that were used during the fieldworks are listed below.
a) Total Station
b) Tripods
c) Prism
d) Measuring tape
e) Ranging Pole

METHODOLOGY

The area of contouring divided into 4 main parts which is main building of TRCC
(Raflessia building), field of TRCC, bamboo chalet and mountain view motel.

Step i: Generally using the total station,

(a) The temporary benchmark (TBM) is marked as a reference point.

(b)The X, Y, and Z coordinates of the change point (where the prism holder was
setup) are calculated by using the total station.

(c)The X, Y, and Z of the change point are recorded.

(d)The TBM is then transferred to the new point then the ‘X, Y, and Z’ of point is
recorded

(e) The contouring is performed by placing the spot height at random. Thus, the
change points were located arbitrarily rounded the building area.

(f) Step 5 is repeated until fourteenth changing point.

(g) All the readings are recorded on a booking paper provided.

(h) These readings are combined and were plotted on D-Plot making contours.

(i) A detailed report is made containing all the information about the Contour
Survey.
RESULTS

DISCUSSION