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1. CIVIL ENGINEERING DEPARTMENT
DCC 20063
ENGINEERING SURVEY
FIELD WORK REPORT
FIELD WORK TITLE
LEVELLING
NAME MUHAMMAD MUAZZAM BIN MAZLAN
REG NUMBER 03DKA21F2013
MEMBER OF GROUP
MOHAMMAD FARHAT BIN SUHAIMI CRITERIA MARK
MUHAMAD SUFYAN IZZUDINBIN MUHAMAD SUHAIMI INTRODUCTION
/5
MATERIALS AND METHODS
/5
DATA
/5
PLOTTING
/5
ANALYSIS
/5
DISCUSSION
/5
CONCLUSION
/5
COURSE/SESSION
DKA SESSION 1 2022/2023
TOTAL MARK
LECTERUR SAMSUL NIZAN BIN MOHD EHSAN COMMENT:

2. LABSHEET 1: SERIES LEVELLING
INTRODUCTION
Levelling is a part of reviewing, the object of which is to lay out or
confirm or quantify the level of determined guides relative toward a
datum. It is generally utilized in geodesy and map making to gauge
vertical situation concerning an upward datum, and in development to
quantify level contrasts of development relics.
It is the most generally utilized strategy for evening out. In this
technique, estimations are noticed straightforwardly from evening out
instrument. In view of the perception focuses and instrument positions
direct evening out is separated into various sorts as follows simple
leveling, differential leveling, fly leveling, profile leveling, precise
leveling and reciprocal leveling.
Following that, levelling overviews are utilized to design expressways,
rail lines, trenches, sewers, and water supply frameworks, as well as
decide the volume of earthworks, orchestrate development projects as
indicated by expected heights, and break down waste qualities. Beside
that, the most critical thing for staff to comprehend is the hypothesis as
well as the common sense. This is on the grounds that evening out
exactness is basic in site arrangement, establishment, and consequently
quality affirmation.

3. MATERIALS
AUTOMATIC LEVEL TRIPOD
STAFF STAFF BUBBLES PEG
MEASUREMENT TAPE RANGING POLE

4. RISE AND FALL METHOD WITH EXAMPLES
Rise and fall is the strategy for studying to settle the evening out to figure out the
distinction in height and rise of two places. In this strategy like we want to
ascertain the distinction in rise of the staff of two places. The two stations places
where the staff readings are taken, we know the RL of ground of one station and
we need to track down the RL of another.
BS IS FS RISE FALL RL ADJ ADJ RL REMARKS
1.230 - 13.922 - 13.922 TBM
1.258 1.345 0.115 13.807 -0.1315 13.675 1
1.312 1.315 0.057 13.750 -0.2630 13.487 2
1.293 1.308 0.004 13.754 -0.3945 13.359 3
1.310 1.310 0.017 13.737 -0.5260 13.211 4
1.361 1.414 0.104 13.633 -0.6575 12.976 5
1.391 1.312 0.049 13.682 -0.7890 12.893 6

5. PRACTICAL : SERIES LEVELLING
PROCEDURE
a) Let A and B be the two point and the level is set up between A and B
anywhere in the ground. A is a point of known elevation, TBM1 =
13.922 m.
b) The telescope is directed towards A and reading vertically held staff
at point A. This is B.S reading = 1.230 m.
c) The telescope is directed on the staff at point B. The F.S reading is
1.345 m.
d) Then move level at any stable ground between next point B and C.
e) Repeat the procedure b) and c). Also take reading for B.S and F.S.
f) Repeat the procedure until the unknown point. Then close the
reading to TBM1.

6. DATA SERIES LEVELLING (RISE AND FALL)
BS IS FS RISE FALL RL ADJ ADJ RL REMARKS
1.230 13.922 - 13.922 TBM
1.258 1.345 0.115 13.807 -0.1315 13.675 1
1.312 1.315 0.057 13.750 -0.2630 13.487 2
1.293 1.308 0.004 13.754 -0.3945 13.359 3
1.310 1.310 0.017 13.737 -0.5260 13.211 4
1.361 1.414 0.104 13.633 -0.6575 12.976 5
1.391 1.312 0.049 13.682 -0.7890 12.893 6
1.908 1.420 0.029 13.653 -0.9205 12.733 7
2.298 1.937 0.029 13.624 -1.052 12.572 8
1.335 1.314 0.984 14.608 -1.1835 13.425 9
1.328 1.360 0.025 14.583 -1.3150 13.268 10
2.315 1.355 0.027 14.556 -1.4465 13.109 11
1.370 0.945 15.501 -1.579 13.922 TBM
∑BS =
18.339
∑FS =
16.760
∑R =
1.982
∑F =
0.403

7. ANALYSIS DATA
• Give the formula for calculation of arithmetic checking and use the
collection data calculates arithmetic checking.
• Show step for calculate the correction of reduce level.
ARITHMETIC CHECKING
∑BS - ∑FS = ∑R - ∑F = URL – IRL
18.339 m – 16.760 m = 1.982 m – 0.403 m = 15.501 m – 13.922 m
1.579 m = 1.579 m = 1.579 m
MISCLOSURE
15.501 m – 13.922 m = + 1.579 m
MISCLOSURE LIMIT
(± 5 √𝑛) mm , n = bilangan kedudukan alat
= 5 √12
= ±17.321 mm -17.321 < 1579.000 < + 17.321
CORRECTION
- 1.579/n = - 1.579/12 = - 0.1315 m (ADJ)
-0.1315 × 2 = - 0.2630 m (ADJ BACAAN KE-2)

8. PRACTICAL : LONG SECTION AND CROSS SECTION
SURVEY
PROCEDURE
a) Set up center line with given points@ equal distance as
known as longitudinal section.
b) Set up the points at right angles on either side of the center
line of the proposed center line.
c) Set up instrument at any suitable points, a number of change
points, CP along with intermediate sights, IS may be required.
d) The intermediate sights, IS are taken on stations, at breaks in
the ground surface, at points of change of slope and other
critical points.

9. DATA LONG SECTION AND CROSS SECTION (RISE AND FALL)
Σ BS = 5.755 Σ FS = 5.761
BS IS FS RISE FALL RL ADJ ADJ-RL REMARKS
1.230 15.152 13.922 - 13.922 TBM
2.085 13.067 -0.0105 13.057 1
2.068 13.084 -0.021 13.063 2
1.492 13.660 -0.0315 13.629 3
1.364 13.788 -0.0420 13.746 4
1.345 13.807 -0.0525 13.755 5
1.322 13.830 -0.0630 13.767 6
1.380 13.772 -0.0735 13.699 7
1.369 13.783 -0.0840 13.699 8
1.382 13.770 -0.0945 13.676 9
1.342 13.810 -0.1050 13.705 10
1.302 1.313 15.192 13.890 -0.1155 13.775 11
1.552 13.640 -0.1260 13.514 12
1.558 13.634 -0.1365 13.498 13
1.605 13.587 -0.1470 13.440 14
1.572 13.620 -0.1575 13.463 15
1.538 13.604 -0.1168 13.436 16
1.600 13.592 -0.1785 13.414 17
1.565 13.627 -0.1890 13.438 18
1.599 13.593 -0.1995 13.394 19
1.612 13.580 -0.2100 13.370 20
1.739 13.453 -0.2205 13.233 21
1.911 1.962 15.141 13.230 -0.2310 12.999 22
2.198 12.943 -0.2415 12.702 23
2.048 13.093 -0.2520 12.841 24
1.282 13.859 -0.2625 13.597 25
1.265 13.876 -0.2730 13.603 26
1.245 13.896 -0.2835 13.613 27
1.620 13.521 -0.2940 13.227 28
1.254 13.887 -0.3045 13.583 29
1.320 13.839 -0.3150 13.524 30
1.328 13.813 -0.3255 13.488 31
1.325 13.816 -0.3360 13.480 32
1.312 1.309 13.832 -0.3465 13.486 33
1..177 13.964 -0.3570 13.607 TBM

10. ANALYSIS DATA
• Give the formula for calculation of arithmetic checking and use the
collection data calculates arithmetic checking.
• Show step for calculate the correction of reduce level.
ARITHMETIC CHECKING
∑BS - ∑FS = URL - IRL
5.755 m – 5.761 m = 13.964 m – 13.922 m
-0.006 m = 0.042 m
MISELOSURE
13.964 m – 13.922 m = +0.042 m
MISELOSURE LIMIT
(± 5 √𝑛 ) 𝑚𝑚, 𝑛 = 𝑏𝑖𝑙𝑎𝑛𝑔𝑎𝑛 𝑘𝑒𝑑𝑢𝑑𝑢𝑘𝑎𝑛 𝑎𝑙𝑎𝑡
= ± 5 √4
= ± 10 mm
CORRECTION
−0.042
𝑛
=
−0.042
4
= -0.0105 m

11. PRACTICAL : CONTOUR
PROCEDURE
a) Make a grid line 3 m x 3 m with ranging pole and
measurement tape.
b) Mark each point (eg: A, B, C, D and).
c) Start back-sight reading at given TBM = 1.230 m.
d) Intermediate sight reading at marking point.
e) Then close the reading to TBM.
A B C D
E F G H
I J K L

12. DATA CONTOUR (RISE AND FALL)
Σ BS = 5.755 Σ FS = 5.761
BS IS FS RISE FALL RL ADJ ADJ-RL REMARKS
1.230 15.152 13.922 - 13.922 TBM
2.085 13.067 -0.0105 13.057 1
2.068 13.084 -0.021 13.063 2
1.492 13.660 -0.0315 13.629 3
1.364 13.788 -0.0420 13.746 4
1.345 13.807 -0.0525 13.755 5
1.322 13.830 -0.0630 13.767 6
1.380 13.772 -0.0735 13.699 7
1.369 13.783 -0.0840 13.699 8
1.382 13.770 -0.0945 13.676 9
1.342 13.810 -0.1050 13.705 10
1.302 1.313 15.192 13.890 -0.1155 13.775 11
1.552 13.640 -0.1260 13.514 12
1.558 13.634 -0.1365 13.498 13
1.605 13.587 -0.1470 13.440 14
1.572 13.620 -0.1575 13.463 15
1.538 13.604 -0.1168 13.436 16
1.600 13.592 -0.1785 13.414 17
1.565 13.627 -0.1890 13.438 18
1.599 13.593 -0.1995 13.394 19
1.612 13.580 -0.2100 13.370 20
1.739 13.453 -0.2205 13.233 21
1.911 1.962 15.141 13.230 -0.2310 12.999 22
2.198 12.943 -0.2415 12.702 23
2.048 13.093 -0.2520 12.841 24
1.282 13.859 -0.2625 13.597 25
1.265 13.876 -0.2730 13.603 26
1.245 13.896 -0.2835 13.613 27
1.620 13.521 -0.2940 13.227 28
1.254 13.887 -0.3045 13.583 29
1.320 13.839 -0.3150 13.524 30
1.328 13.813 -0.3255 13.488 31
1.325 13.816 -0.3360 13.480 32
1.312 1.309 13.832 -0.3465 13.486 33
1..177 13.964 -0.3570 13.607 TBM

13. ANALYSIS DATA
• Give the formula for calculation of arithmetic checking and use the
collection data calculates arithmetic checking.
• Show step for calculate the correction of reduce level.
ARITHMETIC CHECKIN
∑BS - ∑FS = URL – IRL
5.755 m – 5.761 m = 13.964 m – 13.922 m
-0.006 m = 0.042 m
MISELOSURE
13.964 m – 13.922 m = +0.042m
MISELOSURE LIMIT
(± 5 √𝑛 ) 𝑚𝑚, 𝑛
= 𝑏𝑖𝑙𝑎𝑛𝑔𝑎𝑛 𝑘𝑒𝑑𝑢𝑑𝑢𝑘𝑎𝑛 𝑎𝑙𝑎𝑡
= ± 5 √4
= ± 10 mm
CORRECTION
−0.042
𝑛
=
−0.042
4
= -0.0105 m
RISE 1
= RL + BS
= 13.922 + 1.230
= 15.152 m
RISE 2
= RL + BS
= 13.922 + 1.302
= 15.192 m
RL 1
= 15.152 – 2.085
= 13.067 m

14. DISCUSSION
THE PROBLEMS THAT WE WERE FACE DURING LEVELLING SURVEY IS
- Unsure weather conditions like rain
- Automatic level battery running out is an example of a technical
problem
STEPS WE WERE TAKE TO BEAT THIS ISSUE IS
- When it rains, practical equipment must be stored first. If the rain
doesn't stop, the marked position point must be stable and difficult to
fall from
- Provide an extra battery, before using the automatic level, you must
first inspect the equipment in terms of battery and such
THE CONCLUSION
In conclusion, the practical results we obtained are acceptable and can be used
after the readings we obtained were corrected. The wind disturbance factor is
one of the causes of the correction required on our readings. This causes the
equipment to provide inaccurate data.
The correction required for series leveling is - 0.1315 m, while the correction
required for long section, cross section, and contour is - 0.0105 m. The final
reduce level (rl) for the leveling series is 14.556 m, while the long and cross
section contour is 13.832 m. According to the graph we created, the land we
analysed has an unequal land area.