DEPARTMENT OF CIVIL ENGINEERING CENTER FOR DIPLOMA STUDIES Subject Code
DAC 20503
Practical Name
TRAVERSE SURVEY
Course Code
2 DAA
Practical Date
24 November 2015
Group
1
Group Leader
Mohd Azeem Rizal B. Azman
AA140803
Group Members
Kishyodini A/P K. Nallathamby Mohd Shahrul Amran B. Masrom Siti Hajar Bt. Zamri Syarifah Aisar Azziemmie Imthisal Bt. Sayed
AA141632 AA140955 AA141383 AA141370
Mohd Azmi. Zul asyraff b. zulkefli Hj Masiri Bin Kaamin
AA141173
Lecture Name Marks
Comments
Introduction Objective Theory Instrument Procedure Data/Table Data analysis Discussion Conclusion/Recommendation Reference Total mark Accepted Seal
/5% /5% /10% /5% /5% /10% /20% /15% /10% /5% /100%
1.0
INTRODUCTION A traverse survey is one in which the framework consists of a series of connected lines, the lengths
and direction of which are measured with the help of tape or chain and an angle measuring instrument Besides, traverse survey consists of an interconnected series of lines, running between a series of points on the ground called traverse stations. A traverse survey is performed to measure both the distances between the stations and the angle between the lines
When the lines from a circuit which ends at the starting point, the survey is termed a closed traverse, if the circuit does not close, the traverse as known as open one.The closed traverse is suitable for wide . This method is applied for accurate and precise survey but for this fieldwork, we have to estimate our own distance by using pegs.
2.0
OBJECTIVE
1. To describe traverse measurement method. 2. Explain the procedure to carry out reconnaissance traversing theodolite. 3. To run the observations as well as the format used by the Department Of Survey And Mapping Malaysia. 4. Carry out the adjustments and corrections for the value of observations. 5. Plotting using the coordinate method by using AutoCAD application.
3.0
THEORY Travers survey method used to measure the distance between two stations and the
angle between the lines. It is including the measuring processes of the horizontal angle and horizontal distance. The two dimension coordinate (x, y) can be issued based on the measured data. Other than that, traverse survey has been used to form the controlled points that can be used for another project. Furthermore, when the lines of the circuit end at the starting point, the survey is termed as closed traversed. This traverse starts with the known point and end with the other known point is called as chains traverse. In the other words, traverse also can start and end at the same point and it is known as a polygon. The aim of this traverse is to get the accuracy of the measurement (angle error and the ratio of the distance error) can be detected.
The equations that can be used:
i.
Calculation of average: face ¿ face Average =¿(+180/−180) ¿ 2
ii.
Calculation of Latit and Dipat : Latit=L cos α Dipat =Lsin α
iii.
Correction of latit and dipat:
correction of latit=
distance ×tikaian lat it total distance
correction of dipat=
distance × tikaian dipat total distance
iv.
Calculation of linear misclosure: √( misclosure latit )2+ ( misclosure dipat )2 linear misclosure= total distance
v.
Calculation of two times latit: Duakali latit garisan berkenaan=Dua kali latit garisan sebelumnya +nilai latit gari san sebelumnya+ latit garisan berkenaan
vi.
Calculation of two times dipat: Duakali dipat garisan berkenaan=Dua kali dipat garisan sebelumnya +nilai dipat garisan sebelumnya+ dipat garisan berkenaan
vii.
Calculation of are: a. Two times latit x dipat 2× Area=∑ ( two×latit ) ×dipat b. Two times dipat x latit 2× Area=∑ ( two×dipat ) ×latit
4.0
INSTRUMENTS
1. Total station (1 set)
A total station is an electronic instrument used in modern surveying. The total station is an electronic theodolite integrated with an electronic distance meter (EDM) to read slope distances from the instrument to a particular point. It is also used in distance measurement, angle measurement and also coordinate measurement. 2. Tripod (3 sets)
The figure which is located above is called a tripod, a tripod is a portable three-legged frame, used as a platform for supporting the weight and maintaining the stability of the total station and the total station prism. A tripod provides stability against downward forces and horizontal forces and movements about horizontal axes. The positioning of the three legs away from the vertical centre allows the tripod better leverage for resisting lateral forces.
3. Total station prism (2 sets)
The type of prism used must be exactly the same with the type of total station or else some errors in reading will occur. A prism is essential for most EDM and total station. The prism is used to return the transmitted beam to the total station to allow a distance to be determined by the time of phase comparison. It is constructed from glass cubes that will return the beam along a path that is exactly parallel to the line of the incident path. 4. Prismatic compass (1 set)
A prismatic compass is a navigation and surveying instrument which is extensively used for determining course, waypoint (an endpoint of the leg of a course) and direction, and for calculating bearings of survey lines and included angles between them.
5. Pegs (4 pieces)
Pegs is used to mark the location of our surveying work. 6. Hammer (1 set)
Hammer is used to hammer the nails onto the pegs. 7. Nails
Nails are placed at the center of the pegs and be a center mark to stand our total station and prism.5.0
WORK PROCEDURE
a) Early preparation: 1. The review process carried out prior to starting work this traverse. # This is done by looking around the work area in order to plan and choose a suitable place to plant a picket to be used as a station. Besides, the number of the station will also be determined. 2. The distance between the lines traversing shall exceed 5 meters of each other and must be seen to make observations bearing and distance. $ Measurement shall be conducted in the clockwise direction. 3. Pickets are used as control points must be planted firmly and be in a safe place and not in a way that does not interfere. 4. Datum for the first traverse lines taken from a given reference plan. b) Way of works: 1. Set up the tripod at station 2.Open its leg and adjust the height so that about peer chest and adjust its position so that the surface looks flat according to observers. 2. Total Station instrument is placed on the tripod. 3. Centering is done by loosening the screw tightening tripod and tripod moved up showing just above the picket of the eyepiece plummet. 4. Perform adjustment of air bubbles. This adjustment is intended to position the air bubbles to always be in the middle of the tube path in any direction shown by the binoculars. 5. Repeat the process on the prism mounted on the stations 1 and 3.
c) Steps:
1. Turn the telescope so that the position of the bubble tube with two screws parallel track, saying screw the screws A and B. Turn the two screws in the opposite direction so that the air bubble is in the middle of the tube. 2. Turn the telescope in position 90º from position (1) and move the three screws (C) until the air bubble is in the middle of the tube. 3. Turn the telescope in the first position. Check the position of the bubble. Hose if necessary ie until the air bubble is in the middle even where the recipient binoculars. 4. Set to Target 1: a. Binoculars rolled over towards the prism at station 1. b. Slow motion screw vertical and horizontal slow motion screw is tightened when the target looks in binoculars. c. Turn the horizon slow motion screw diameter vertical so that the stage is right in the middle of the prism. 5. As breeders left, set the datum line reading 1-2. 6. Observatory for the distance and record the line 2-1. 7. Then turn and point the telescope at the prism at station 3 and the binoculars up to midline stage right in the middle of the prism. Bearing and distance values are observed and recorded. 8. Total Station instrument convertible senior breeders and aiming at the station Prism 1. The bearing breeders set right where the left is added with 180º. 9. Binoculars Prism is targeted once again to the station 3. The bearing and distance are recorded. 10. Total Station instrument is transferred to station 3 and prism station to station 2 and 4. At breeders left, set the bearing 3-2, in which the bearing is bearing an average of 2 to 3 (average reading breeders bearing between the left and right where the difference bearing among breeders is 180º left and right). 11. Line distance 2 to 3 revised and the value recorded. 12. Binocular prism rotated and targeted to the station 4. Bearing and line spacing 3 to 4 read and recorded. 13. Total Station instrument exchanged in the right and breeders aim at the prism 2. The bearing breeders in the right-hand set where the breeders are added to 180º. 14. Binoculars Prism is targeted once again to the station 4. The bearing and distance noted. 15. Total Station instrument is transferred to station 4 and the prism station to station 3 and 1. In breeders left, set the bearing 4-3, in which the bearing is bearing an average of 3 to 4 (average reading breeders bearing between the left and right where the difference bearing among breeders is 180º left and right). 16. Line spacing 3 to 4 revised and the value recorded.
17. Binocular prism rotated and targeted to the station 1. Bearing and distance lines 4 to 1 are read and recorded. 18. Total Station instrument exchanged on the right and breeders aim at a prism bearing breeders 3. The right-hand set where the breeders are added to 180º. 19. Binoculars Prism is targeted once again to the station 1. The bearing and distance are recorded. 20. Total Station instrument is transferred to station 1 and prism station to station 4 and 2. In the breeders left, set the bearing 1-4, in which the bearing is bearing an average of 4 to 1 (the average reading breeders bearing between the left and right where the difference bearing among breeders is 180º left and right). 21. Distance line 4 to 1 revised and the value recorded. 22. Binocular prism rotated and targeted at station 2. Bearing and distance lines 1 to 2 read and recorded. 23. Total Station instrument exchanged on the right and breeders aim at the prism 4. The bearing set right where breeders left added value to 180º. 24. Binoculars targeted again in the prism tasking 2. The bearing and distance noted. 25. The value of the station bearing cover 1 to 2 are read and recorded. The difference in the bearing must not exceed the permitted limit of 2'30 ". 26. Sketch work traverse run is shown in detail with bearing and distance of each station.
6.0 DATA ANALYSIS a. TRAVERSE ADJUSTMENTS TO RULES BOWDITCH The method of calculating the average, definite bearing, definite distance and total distance.
face ¿ face Average =¿(+180/−180) ¿ 2
399 ° 80 ' 40} over {2} =199°34'20 199 ° 34' 10 +19 °34 ' 30 +180 ° Stn .2= =¿ 2 694 ° 33' 38 } over {2} =347°16'49 ' 347 ° 16 49 + 167° 16 ' 49 +180 ° Stn .3= =¿ 2 47 ° 36 ' 46 } over {2} =23°48'23 ' 23 ° 48 23 +203°48'23−180 ° Stn .4= =¿ 2
344 ° 30' 00} over {2} =172°15'00 172 ° 15' 00 +352°15'00−180 Stn .1= =¿ 2
Correction 172° 15 ' 00
Line 1-2 read Should
be read
172° 15 ' 00
+
Definite=average−correction
0
Stn .2=199 ° 34 ' 20 -0 ¿ 199° 34 ' 20
Stn .3=347 ° 16' 49 −0 ¿ 347 ° 16 ' 49 Stn .4=23° 48 ' 23 −0 ¿ 23 ° 48' 23
Stn .1=172° 15' 00 −0 ¿ 172° 15 ' 00
Definite Distance=
distance 1+distance 2 2
Stn .2=
37.754+37.762 =37.758 2
Stn .3=
36.913+36.910 =36.912 2
Stn .4=
39.274+39.268 =39.271 2
Stn .1=36.692
Total Distance , ∑= jarak ( stn.2+ stn.3+ stn.4 +stn .1 ) ¿ 37.758+36.912+39.271+ 36.692
¿ 150.633
1. LATIT AND DIPAT ADJUSTMENTS TO RULES BOWDITCH Stn.
Bearing
Distance
Latit (+)
Dipat (-)
(+)
(-)
1 2 3 4 1
199°34’2 0” 347°16’4 9” 023°48’2 3” 172°15’0 0” Total =
37.758 36.912 39.271 36.692 150.633
+0.001
+0.006
35.576
12.649
-0.001
+0.006
36.006
8.127
-0.001
-0.006
35.930
15.852 +0.001
-0.006
36.357
4.948
71.936 71.933 ∆ L=0.003
Jadual 1: Latit dan dipat
Solution: Method to calculate LATIT is: Latit=L cos α
199° 34 ' 20 } Latit 2=37.758 cos ¿ ¿−35.576 347 ° 16 ' 49 } Latit 3=36.912 cos ¿ ¿ 36.006
23 ° 48 ' 23} Latit 4=39.271 cos ¿ ¿ 35.930
20.800 20.776 ∆ D=0.024
172° 15 ' 00 } Latit 1=36.692 cos ¿ ¿−36.357
Method to calculate DIPAT is: Dipat =Lsin α
199° 34 ' 20 } Dipat 2=37.758 sin ¿ ¿−12.649 347 ° 16 ' 49 } Dipat 3=36.912 sin ¿ ¿−8.127
23 ° 48' 23} Dipat 4=39.271 sin ¿ ¿ 15.852 172° 15' 00} Dipat 1=36.692 sin ¿ ¿ 4.948
Adjustments for all latit north (+) is - ve and adjustment for all latit south (-) is + ve. This is because the number of latit north more than the south latit.
Correction=
Distance × misclosure Latit Total distance
Latit 2=
37.758× 0.003 =+0.001 150.633
Latit 3=
36.912× 0.003 =−0.001 150.633
Latit 4=
39.271× 0.003 =−0.001 150.633
Latit 1=
36.692× 0.003 =+0.001 150.633
Adjustments for all dipat east (+) is - ve and adjustment for all dipat west (-) is + ve. This is because the number of dipat east more than the dipat west.
Correction Dipat =
Dipat × misclosure Dipat Total Distance
Dipat 2=
37.758 ×0.024 =+ 0.006 150.633
Dipat 3=
36.912 ×0.024 =+ 0.006 150.633
Dipat 4=
39.271× 0.024 =−0.006 150.633
Dipat 1=
36.692× 0.024 =−0.006 150.633
+¿ ¿ −¿ misclosure Latit , ∆ L=tota l latit ¿ ∆ L=( 36.006+ 35.930 )+ ( 35.576+36.357 ) ¿ ( 71.936 ) + ( 71.933 ) ¿ 0.003
+¿ ¿ −¿ misclosure Latit , ∆ D=total dipat ¿ ∆ D= (15.852+ 4.948 ) + ( 12.649+8.127 ) ¿ ( 20.800 ) + ( 20.776 ) ¿ 0.024
linear misclosure=√(misclosure latit)2 +(misclosure dipat)2 (0.003)2 +(0.024)2 ¿√ 150.633 ¿ 1:6227.908
Method to calculate the coordinate of north and south is: Coordinate1−2
¿ 1000.000−correction latit ¿ 1000.000−35.577
¿ 964.423 Coordinate2−3 ¿ Coordinate1−2 +correction latit ¿ 964.423+36.005
¿ 1000.428 Coordinate3−4 ¿ Coordinate2−3 +correction latit ¿ 1000.428+35.929
¿ 1036.357
Coordinate 4−1 ¿ Coordinate3−4 + correctionlatit ¿ 1036.357−36.358
¿ 999.999 Method to calculate the coordinate of east and west is: Coordinate1−2 ¿ 1000.000−correction dipat
¿ 1000.000−12.655 ¿ 987.345
Coordinate2−3 ¿ Coordinate1−2 +correction dipat ¿ 987.345−8.133
¿ 979.212 Coordinate3−4 ¿ Coordinate2−3 +correction dipat ¿ 979.212+15.846
¿ 995.058 Coordinate 4−1 ¿ Coordinate3−4 + correction dipat ¿ 995.058−4.942
¿ 1000.000 Latit and dipat after Bowditch is adjusted by the method as shown in the table below: Stn.
Bearing
Distance
Latit (+)
Dipat (-)
(+)
(-)
1 2 3 4 1
199°34’2 0” 347°16’4 9” 023°48’2 3” 172°15’0 0” Total =
37.758
35.577
36.912
36.005
39.271
35.929
36.692 150.633
12.655 8.133 15.846
36.358 71.934 71.935 ∆ L=0.003
4.942 20.788 20.788 ∆ D=0.024
Jadual 2: Adjustment latit and dipat
2. METHOD OF ADJUSTMENT TRANSIT In this method, the correction is proportional to the latit and dipat. The larger the value latit or dipat the greater the value of the correction. The formula is as below:
Stn.
Bearing
Distance
Latit (+)
Dipat (-)
(+)
(-)
1 2 3 4 1
199°34’2 0” 347°16’4 9” 023°48’2 3” 172°15’0 0” Total =
37.758
35.576
36.912
36.006
39.271
35.930
36.692 150.633
12.649 8.127 15.852
36.357 71.936 71.933 ∆ L=0.003
4.948 20.800 20.776 ∆ D=0.024
table 1: Latit dan dipat Solution: Stn.
Bearing
Distance
Latit (+)
Dipat (-)
(+)
(-)
1 2 3 4 1
199°34’2 0” 347°16’4 9” 023°48’2 3” 172°15’0 0” Total =
37.758 36.912 39.271 36.692 150.633
+0.001
+0.007
35.576
12.649
-0.001
+0.005
36.006
8.127
-0.001
-0.009
35.930
15.852 +0.001
-0.003
36.357
4.948
71.936 71.933 ∆ L=0.003
20.800 20.776 ∆ D=0.024
Total latit of north and south = 143.869 Total dipat of east and west = 41.576 table 2: Latit dan dipat
Adjustments for all latit north (+) is -ve and adjustment for all latit south (-) is + ve. This is because the number of latit north is greater than the number of latit south. Adjustment for latit is:
Correction Latit 1−2 ¿
Latit 1−2 ×misclosure Latit Total Latit
¿
35.576 × 0.003 143.869
¿+0.001 Correction Latit 2−3 ¿
Latit 2−3 × misclosure Latit Tikaian Latit
¿
36.006 × 0.003 143.869
¿−0.001
Correction Latit 3−4 ¿
Latit 3−4 × misclosure Latit Total Latit
¿
35.930 × 0.003 143.869
¿−0.001 Correction Latit 4 −1 ¿
Latit 4−1 × misclosure Latit Total Latit
¿
36.357 × 0.003 143.869
¿+0.001
Adjustments for all dipat is -ve east and west adjustment for all dipat is + ve. This is because the number of dipat east more than the number west dipat. Adjustment for dipat is:
Correction Dipat 1−2 ¿
Dipat 1−2 ×Tikaian Dipat Total Dipat
¿
12.649 ×0.024 41.576
¿+0.007
Correction Dipat 2−3 ¿
Dipat 2−3 × misclosure Dipat Total Dipat
¿
8.127 × 0.024 41.576
¿+0.005
Correction Dipat 3 −4 ¿
Dipat 3−4 ×misclosure Dipat Total Dipat
¿
15.852 ×0.024 41.576
¿−0.009 Correction Dipat 4−1 ¿
Dipat 4−1 ×misclosure Dipat Total Dipat
¿
4.948× 0.024 41.576
¿−0.003
Latit and dipat after adjusting the transit method are as below:
Stn.
Bearing
Distance
Latit (+)
Dipat (-)
(+)
(-)
1 2 3 4 1
199°34’2 0” 347°16’4 9” 023°48’2 3” 172°15’0 0” Total =
37.758
35.577
36.912
36.005
39.271
35.929
36.692 150.633
12.656 8.132 15.843
36.358 71.934 71.935 ∆ L=0.003
4.945 20.788 20.788 ∆ D=0.024
Total latit north and south = 143.869 Total dipat east and west = 41.576 Table 3: Adjustment Latit and Dipat
METHOD OF CALCULATION OF AREA TRAVERSE Calculation of Two Times Latit and Two Times Dipat Stn.
Latit (+)
Dipat (-)
(+)
(-)
1 2 3 4 1
35.577 36.005 35.929 36.358 71.934 71.935 ∆ L=0.003
12.655 8.133 15.846 4.942 20.788 20.788 ∆ D=0.024
Table 1: Calculation Two Times Latit and Two Times Dipat Solution: For first line: first line of two×latit=first line of latit For another line: (in Malay language)
Duakali latit garisan berkenaan=Dua kali latit garisan sebelumnya +nilai latit garisan sebelumnya+latit garisan berkenaan
two×latit 1−2 ¿ latit 1−2 ¿−35.577 two×latit 2−3 ¿ dua kali latit 1−2+latit 1−2 +latit 2−3 ¿−35.577+ (−35.577 )+ 36.005 ¿−35.149 two×latit 3−4 ¿ dua kali latit 2−3+ latit2−3 +latit 3−4 ¿−35.149+ 36.005+ 35.929
¿ 36.785 two×latit 4−1 ¿ dua kali latit 3−4 +latit 3−4 +latit 4 −1 ¿ 36.785+35.929+(−36.358)
¿ 36.356
The calculation of
two×dipat
as below:
For first line: first line of two×dipat=first line of dipat For another line: (in Malay language) Duakali dipat garisan berkenaan=Dua kali dipat garisan sebelumnya +nilai dipat garisan sebelumnya+ dipat garisan berkenaan
two×dipat 1−2 ¿ dipat 1−2 ¿−12.655 two×dipat 2−3 ¿ dua kali dipat 1−2 +dipat 1−2+ dipat 2−3 ¿−12.655+ (−12.655 ) +(−8.133)
¿−33.443 two×dipat 3−4 ¿ dua kali dipat 2−3 +dipat 2−3 +dipat 3−4 ¿−33.443+ (−8.133 )+15.846 ¿−25.730 two×dipat 4−1 ¿ dua kali dipat 3−4 + dipat 3−4 +dipat 4−1 ¿−25.730+ 15.846+4.942
¿−4.942 Stn.
Latit (+)
Dipat (-)
(+)
(-)
1 2
35.577
3
36.005
4
35.929
1
36.358 71.934 71.935 ∆ L=0.003
12.655
−35.577
−12.655
8.133
−35.149
−33.443
15.846
36.785
−25.730
4.942
36.356
−4.942
20.788 20.788 ∆ D=0.024
Table 2: Value of two times latit and two times dipat
Calculation of area: I. St n.
(two times latit)×dipat Latit (+)
(-)
Dipat (+) (-)
Dua Kali Latit
( two×latit )×
Dua Kali Dipat
dipat
1 2 3 4
35.57 7 36.00 5 35.92 9
1
36.35 8
12.65 5 8.133 15.8 46 4.94 2
−35.577 −12.655 450.227 −35.149 −33.443 285.867 36.785
−25.730 582.895
36.356
−4.942 179.671
Total= 1498.660 Table 3: Calculation of area trabas 2× Area=∑ ( two×latit ) ×dipat ¿ 1498.660 Area=
1498.660 2 2
¿ 749.330 m
II. St n.
(two times dipat)×latit Latit (+) (-)
Dipat (+) (-)
two׿
two׿
( two×dipat )×
latit
dipat
latit
−35.577
−12.655 450.227
−35.149
−33.443
1 2 3
35.5 77 36.0 05
12.6 55 8.13 3
−1204.115
4
35.9 29
1
36.3 58
15.8 46 4.94 2
36.785
−25.730
36.356
−4.942 Total =
−924.453 179.681 −1498.660
Table 4: Calculation
2× Area=∑ ( two×dipat ) ×latit ¿−1498.660 Area=
−1498.660 2
¿−749.330 m2 ¿ 749.330 m2 *symbol negative is ignored Coordinate method: Solution: 1) List coordinate of X and Y. 2) Put coordinate first in last column. 3) Total: i. Left to right(-ve) ii. Right to left(+ve) iii. Difference between 2 total=2 X area Stn. 1 2 3 4 1
Coordinate Y 1000.000 964.423 1000.428 1036.357 999.999 Table 5: calculation of area
X 1000.000 987.345 979.212 995.058 1000.000
Total 1 = (1000.000×987.345) + (964.423×979.212) + (1000.428×995.058) + (1036.357×1000.000) =987,345.000 + 944,374.575 + 995,483.885 + 1,036,357 =3,963,560.460 Total 2 = (1000.000×964.423) + (987.345×1000.428) + (979.212×1036.357) + (995.058×999.999) = 964,423.000 + 987,767.584 + 1,014,813.211 + 995,057.005 = 3,962,060.800
Big value – small value = total 1-2 = 3,963,560.460 −¿ 3,962,060.800 = 1499.660 Area=
1499.660 2
2 = 749.830 m
7.0
DISCUSSION In this traverse work, there were some error occurred which made our measurements
inaccurate faced and fortunately still managed to solve all those problems. One of the problems is we had complication in the setting up process. The survey instruments are hard to handle it where we faced difficulties in adjusting the bubble in the center of the circle. Although we do not have any problem with the distance as we are told to use the measuring tape. So, it is very important to make sure that the bubble at the center of the circle. Those errors were the total station and prism did not been set up properly. When the total station and prism were not well set up, the reading will misread thus create error because the total station is not level. The other factor that causes error is the unstable condition of the soil either it is too soft or hard. During our practical, the condition of the weather was bad where it was a rainy season. Therefore, after the tripod has been set up in the unstable soil, slowly sink into the ground, thus creating an error in the total station and prism. So, the condition of the instruments was unstable and the bubble was no longer in the center of the circle. Therefore, we were told to repeat the whole traverse work in order to obtain accurate readings. The defect in the total station and prism that been used in the traverse work also create error in the reading where the refraction of the total station creates error while taking the readings. The other reason is that the prism was not placed at the exact point. When the prism was not well placed for example the prism was place at the side of the point, the bearing will have a slight difference from the exact bearing. The mistake in booking will also contribute to the error. If one of the values is wrong, it will affect the overall calculation. So, we really make sure that the total station and prism is level and well set up by referring the bubble which should be in the centre of the circle and the datum that being used is checked first before proceed with the readings. Besides, the traverse work should be started and ended at the same known datum line. Lastly, before finishing the traverse work, we make sure the misclosure does not exceed the allowable misclosure.
8.0
CONCLUSION From the traverse work, the coordinates for each peg and station were determined.
The traverse maps surrounding the faculty of civil engineering building have been obtained and plotted using the software. Coordinates will represent the value in mapping the traverse plan. From that, we can use the plan for the tachymetry work and the setting up also can be done. The level of understanding towards the theory and concept of traverse work is being improved. The skills of using the equipment of the laboratory is enhanced where can be able to handle the total station and prism correctly. All the data that have been calculated was accurate and perfect where the distances and bearing between each and every point was correct. We repeatedly read the reading of the instruments many times in order to avoid parallax error for a better result. Besides, we also had though time placing the bubble right into the circle but as we try doing it many times, we finally managed the art of handling the bubble staff. The plan consists of every characteristics of the curves and the coordinates. All the data and levelling reading is acceptable under and over the tolerances. Hence, a good time management and an attitude of cooperating with group member is achieved.
9.0
REFERENCE KEJURUTERAAN GEOMATIK, Masiri Kaamin, Abd. Shukor Sarif, Panel Kejuruteraan Geomatik,Jabatan Kejuruteraan Pengangkutan, Geoteknik Dan Geomatik,Fakulti Kejuruteraan Awam Dan Alam Sekitar, University Tun Hussein Onn Malaysia. https://en.wikipedia.org/wiki/Traverse_(surveying) https://www.scribd.com/doc/102059989/V3-Traverse-Survey-Report https://www.scribd.com/doc/94875561/Complete-Traverse-Report http://jerrymahun.com/library/TraverseComps/Area/Area.htm
