1.0 INTRODUCTION Cadastral surveying in Malaysia is a procedure that produces a map or plan for a land parcel or a group of land parcel. The boundary mark and boundary line are need to be show without any hesitating. Every line should have the value of bearing and distance consequent to the accuracy of surveying follow to the circular and land law. Now a day, all survey work in i n Malaysia use e - Kadaster system to make sure that the title survey more systematic and more efficient. According to the Circular PUK 2009, the implementations of this e - Kadaster directly and indirectly influence the conduct and procedures in carrying out the field work measures and processing in the office. In this context, the cadastral survey that has been based on computing will become more efficient. GPS technology efficiently provides users precise positions. Nowadays, by using modern GPS techniques such as Rapid-Static, Stop & Go and Real Time Kinematics (RTK), many points can be observed in a relatively short period of time with good accuracy as those obtainable by conventional EDM/Total Station surveying. These can increase productivity, reduce cost and manpower, and at the same time is capable to challenge the cadastre task. Furthermore, for multipurpose cadastre surveys, GPS positioning is a desirable and adequate method for establishing and strengthening the national and regional geodetic networks. For this task, we were required to do a standard traverse to compare the reading between solar observations and global positioning system (GPS). The standard traverse is a series of high accuracy traverse. The linear accuracy in 1:25000 and the angular is 1.5” per station. The purpose of standard traverse is to density secondary control point and as a control network for cadastral survey. It is for any precise job such as control network for cadastral survey, mapping and geodetic control network. The standard traverse is done by observing horizontal distance, horizontal angle, solar observation and GPS observation. The standard traverse observes by angle method which is define the interior and exterior angle and the total should be 360. The solar observation is needed for the azimuth control at the starting bearing and the correction for the traverse.
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We had been given a task for standard traverse at around UiTM Perlis. We starting and closing the standard traverse with CRM point.
1.1 Executive Summary 1.1.1 Name of Project Standard Traverse 1.1.2
Objective
To compare the reading between solar observation and GPS (Global Positioning System) by using CRM as control point.
To carry out Standard Traverse Survey in accordance with Survey Department practice.
To
expose
student
using
instrument
in
horizontal
angle
measurement concept and understanding the method whereby never used before this. 1.1.3
Scope of work In this practical, we plant the CRM point by using a steel pipe with cement. So, the pipe will not easily disturbance. Solar and GPS observation were used as a method to achieve the objective. AutoCAD 2007 was used as software to draw a certified plan and show standard traverse network.
1.2 Site Location The location for this practical was around a round UiTM Perlis. Refer Figure 1.2.
Figure 1.2: Location of plan
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2.0 THEORY OF WORK
There are the characteristics of the theory of cadastral surveying need to follow to get the best result and work.
2.1 Reconnaissance
Reconnaissance is very important to get the general view and to know the real topographical surface of the survey site.
To get the overall picture of the area to be survey can be done smoothly.
To identify any obstacles.
To locate traversing stations.
2.2 Station Marking
The traversing stations must be marked several days prior before observation.
The traversing stations place in firm, stable and on level ground.
The traversing stations using pipe driven in concrete because stations must be permanent and harder to disturbed.
2.3 Horizontal Angle Measurement
Standard traverse Standard traverse consist a series of traverses high accuracy. The linear accuracy in 1:25000 and the angular is 1.5” per station. The purpose of standard traverse is to density secondary control point and as a control network for cadastral survey. Beside that it used for mapping and geodetic control network.
Control traverse Control traverse is a series of control station to forming a network. The linear accuracy in 1:15000 and the angular is 3.0” per station. It uses for engineering work, monitoring, setting out, constructions and etc. Since this traverses is needed and important to get the high accuracy, so all the work must be properly done to avoid the errors. (human error, gross error and an instrument error).
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2.4 Azimuth control
The azimuth controls get by doing solar observation.
The angular check by solar observation at intervals not exceeding 25 stations.
The true bearing from solar observation was compared between Global Positioning System (GPS).
2.5 Global Positioning System (GPS)
GPS satellite navigation system which is provides the location and time information.
Geodetic GPS network for Peninsular Malaysia was first observed in early 1992 and completed 1993 providing a consistence set of coordinates in WGS84.
The GPS surveying has been practiced for various applications which particularly in providing control for large engineering projects.
2.6 Cadastral Reference Mark (CRM)
According to survey circular 2009, part of survey datum is two new CRM with distance not less than 30 meter.
The observation can be in static method with condition that both points must observe on same time.
The observation takes about 40 minutes except the master set observation where the observation was about an hour.
2.7 Adjustment
Tolerance between internal and external angle angle is 5”
Applied M correction
Final bearing for each line to be computed.
2.8 Angular and Linear Misclosure
Angular 1.5” per station
Linear misclosure 1:25000
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3.0 EQUIPMENT
3.1 Standard Traverse equipment Equipment
Usage
Total station
Total station is the most important equipment in survey.
It is used in traversing and detail survey.
Can be obtain bearings and distances almost accurate using this equipment.
To get the straight line of sight.
As reflector unit where it will give th
Prism
information about bearing and distanc during the observation
Tripod
To hold the total station prism.
To make sure the total station or prism is correctly positioned on the point and level.
Hammer
Used to knock the nail at the hard surface
Nail
Used to mark the station at the hard surface
Figure 3.1: List of Traverse equipment 5
3.2 Solar Observation equipment Equipment
Usage
Total station
Total station is the most important equipment in survey.
It is used in traversing and detail survey.
Can be obtain bearings and distances almost accurate using this equipment.
To get the straight line of sight.
As reflector unit where it will give th
Prism
information about bearing and distanc during the observation
Tripod
To hold the total station prism.
To make sure the total station or prism is correctly positioned on the point and level.
Sunglasses
Used with total station when during solar observation and to prevent eyes from directly contact with ultraviolet radiation.
Figure 3.2: List of Solar observation equipment
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3.3 Global Positioning System (GPS) equipment
Equipment
Usage
Receiver
Tribach
Receive data from satellite.
X,Yand Z data.
Used to attach base and rover.
Figure 3.2: List of GPS equipment
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4.0 PROCEDURES OF WORK
4.1 Flow chart of work
Preparation
1. Reconnaissance 2. Station marking
Field Work
1. Differential Field Test (DFT) 2. Traversing 3. Solar Observation 4. GPS Observation
Data Processing
1. GPS processing 2. AutoCAD
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4.2 Preparation
4.2.1
Reconnaissance Before starting the survey, reconnaissance is important to know and identified the topographical detail the place of the area. Besides that, it needs to be done first to avoid any obstacle during field work and to make sure field work done smoothly.
4.2.2
Station marking Station marking using pipe driven in concrete because stations must be permanent and harder to disturbed. Station making placed on level ground and must be mark several days before observation
4.3 Field Work
4.3.1
Differential Field Test The differential field test should be carried out at the start of every new survey job to make sure that the instrument to be used in a good condition. It is important to ascertain if the EDM or total station is inacceptable working order.
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Procedure of differential field test: i.
Set up instrument total station at point A and prism at point B.
ii.
Then measured the distance A to B.
A
iii.
68.825
B
Mark point C between line A and B.
A
38.846
C
29.978
B
Figure 4.3: Differential field test
iv.
Then move the instrument at point C and put the prism at point A and B.
v. vi.
Then measure the distance CA and CB. Distance AB must be compared with total distance CA + CB.
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4.3.2
Procedure of traversing i.
Start from know point line (CRM 1 to CRM 2). CRM 1
CRM 2
1
ii.
Set up the instrument at station CRM 2 and set 0 0 000 00 0 in circle left and target to station CRM 1
iii.
Observe to station 1.
iv.
Take the horizontal angle’s reading of station 1.
v. vi.
Take the vertical angle’s reading of station 1. Take the distance’s reading of station CRM 2 to Station 1.
vii.
at station CRM 2 and set 180 0 000 00 0 in circle right and target to station CRM 1 and observe to station 1
viii.
at station CRM 2 and set 90 0 000 00
0
in circle left
and target to station 1 ix. x.
Observe to station CRM 1. Take the horizontal angle’s reading of station CRM 1.
xi. xii.
Take the vertical angle’s reading of station CRM 1. Take the distance’s reading of station CRM 1 and CRM 2.
xiii.
At station CRM 2 and Set 270 0 000 00
0
in circle
right and target to station 1 and observe station CRM 1 xiv.
Repeat the same step for station 3, 4, 5,6,7,8 and 9.
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4.3.3
Procedure of solar observation i.
Put the total station on CRM 2 and prism on CRM 1.
ii.
Then focus on prism and set RO value.
iii.
Make sure that the total station is in face left
iv.
Total station was set to RO then click ok. The bearing was recorded automatically then target to the sun.
v.
Using face left, the sun position was observed on the crosshair in the total station then click ok.
vi.
Make sure that the sun is position as in diagram below:
1st Sun position using face left 2 nd Sun position using face left
vii. viii.
Change to face right then click ok. Make sure that the sun is position as in diagram below:
1st Sun position using face right
2 nd Sun position using
face right
ix. x.
Close to RO back. Then click save. Repeat the same step for another set. 12
4.3.4
Procedure of GPS observation
i. ii.
Set up a base receiver of Topcon GT at pillar 1. Set up a survey configuration and coordinate system in base receiver. The projection that was used is WGS 84.
iii.
After finish set up the basic information, start collects the data with press button FN to start the recording and write down the time and date of observation for reference when do the processing.
iv. v.
Next, move to the rover receiver at the station 1. At the rover, press the button FN to start the recording and write down the time and date of observation for reference when do the processing.
vi.
After both of the instrument start collects the data, wait until minimum 40 minutes to 1 hour for recording the data.
vii.
After 40 minutes, stop the recording at rover receiver by press button FN again.
viii.
After that, move the rover to the next station.
ix.
Repeat step v until viii for station 2, 8 and 9.
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4.4 Data Processing 4.4.1
GPS processing
The process of GPS data will be done by using Topcon Tools 8 software. The steps are shown as below: i. ii.
Create a new job in Topcon Tools 8. Do the setting at job configuration such as projection, datum and others.
iii.
Browse the raw data which had been download from GPS instrument such as Topcon GT.
iv.
After that, insert the coordinate easting and northing of base station.
v.
Do the processing at occupation view. Disable the broken line which cannot be used in processing.
vi.
Next, choose GPS + Postprocessing and the report will be shown. Refer figure 4.4.1(A) and 4.4.1(B).
vii.
The report will show in detail about the coordinate of each point, elevation, projection and others.
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Figure 4.4.1(A)
Figure 4.4.1(B)
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4.4.2
AutoCAD
i.
Key in data from booking traversing into AutoCAD to produce a standard traverse plan.
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5.0 RESULT AND ANALYSIS
5.1 Result 5.1.1 Station
Booking form for standard traverse
Face Left
Face Right
’
1
00 00 00
180 00 00
89 19 36
Distance (m) 195.704
’
3 3
202 24 12 90 00 00
22 24 17 270 00 00
(270 39 58) 90 24 57
(195.704) 70.416
70.416
1 2
247 35 40 00 00 00
67 35 42 180 00 00
(269 34 47) 88 57 57
(70.416) 246.364
246.343
4 4
217 48 46 90 00 00
37 48 59 270 00 00
(271 01 53) 90 39 25
(246.364) 195.701
195.702
2 3
232 11 12 00 00 00
52 11 10 180 00 00
(269 20 31) 85 32 19
(195.702) 133.121
133.121
5 5
178 34 31 90 00 00
358 34 39 270 00 00
(274 27 33) 91 00 42
(133.121) 246.365
246.365
3 4
271 25 22 00 00 00
91 25 20 180 00 00
(268 59 13) 88 42 51
(246.365) 114.835
114.836
6 6
171 24 09 90 00 00
351 23 59 270 00 00
(271 16 58) 94 27 56
(114.836) 133.120
133.120
4
278 35 54
98 36 01
(265 31 38)
(133.120)
5
00 00 00
180 00 00
89 26 00
58.415
58.415
7 7
209 41 37 90 00 00
29 41 45 270 00 00
(270 33 45) 91 16 30
(58.415) 114.838
114.838
5 6
240 18 25 00 00 00
60 18 21 180 00 00
(268 44 53) 90 45 22
(114.838) 158.344
158.344
8 8
197 21 45 90 00 00
17 21 41 270 00 00
(269 14 26) 90 31 44
(158.344) 58.421
58.421
6 7
252 38 12 00 00 00
72 38 14 180 00 00
(269 28 12) 91 32 59
(58.421) 59.974
59.974
9
158 56 10
338 56 04
(268 26 58)
(59.974)
”
Vertical
”
’
Angle ”
Final Distance (m) 195.704
2
2
3
3
4
4
5
5
6
6
7
7
8
17
9
90 00 00
270 00 00
89 14 26
158.339
7
291 03 48
111 03 50
(270 45 12)
(158.339)
158.339
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6.0 Final bearing for standard traverse by Global Positioning System GPS Station
Face Left
Face Right
Mean Angle
Bearing
Final Bearing
’
’
’
’
’
”
”
1
00 00 00
180 00 00
3
202 24 12 202 24 12
22 24 17 202 24 17
3
90 00 00
270 00 00
1
247 35 40 157 35 40
67 35 42 157 35 42
2
00 00 00
180 00 00
4
217 48 46 217 48 46
37 48 59 217 48 59
4
90 00 00
270 00 00
2
232 11 12 142 11 12
52 11 10 142 11 10
3
00 00 00
180 00 00
5
178 34 31 178 34 31
358 34 39 178 34 39
5
90 00 00
270 00 00
3
271 25 22 181 25 22
91 25 20 181 25 20
4
00 00 00
180 00 00
6
171 24 09 171 24 04
351 23 59 171 23 59
6
90 00 00
270 00 00
4
278 35 54 188 35 54
98 36 01 188 36 01
00 00 00
180 00 00
2
2
”
”
202 24 14.5 +2.25
104 52 16 M=35”
104 51 41
202 24 17
104 51 41
157 35 41 +2.25
262 27 59 Datum
262 27 59
217 48 52.5 -1.75
142 41 07 M=-01’10”
142 39 57
217 48 51
142 39 57
142 11 11 -1.75
284 52 16 M=-35”
142 11 09
284 51 41
178 34 35 +2
141 15 44 M=-01’45”
178 34 37
141 13 59
181 25 21 +2
322 41 07 M=-01’10”
181 25 23
322 39 57
171 24 04 -0.7
132 39 47 M=-2’19”
171 24 03
132 37 28
188 35 57.5 -0.7
321 15 44 M=-01’45”
188 35 57
321 15 59
209 41 41 -2
162 21 26 M=-2’54”
157 35 43
3
3
4
4
5
5
5
”
6 18
284 51 41
141 13 59
322 39 57
132 37 28
321 15 59
162 18 32
7
209 41 37 209 41 37
29 41 45 209 41 45
7
90 00 00
270 00 00
5
240 18 25 150 18 25
60 18 21 60 18 21
6
00 00 00
180 00 00
8
197 21 45 197 21 45
17 21 41 197 21 41
8
90 00 00
270 00 00
6
252 38 12 162 38 12
72 38 14 162 38 14
7
00 00 00
180 00 00
9
158 56 10 158 56 10
338 56 04 158 56 04
9
90 00 00
270 00 00
7
291 03 48 201 03 48
111 03 50 201 03 50
6
7
7
8
8
19
209 41 39
162 18 32
150 18 23 -2
312 39 47 M=-2’19”
150 18 21
312 37 28
197 21 43 +2
179 43 11 M=-3’29”
197 21 45
179 39 42
162 38 13 +2
342 21 26 M=-2’54”
162 38 15
342 18 32
158 56 07 +2
158 39 20 M=-4’04”
158 56 09
158 35 16
201 03 49 +2
359 43 11 M=-3’29
201 03 51
359 39 42
312 37 28
179 39 42
342 18 32
158 35 16
359 39 42
7.0 Final bearing for standard traverse by Solar Observation Station
Face Left
Face Right
Mean Angle
Bearing
Final Bearing
’
’
’
’
’
”
”
1
00 00 00
180 00 00
3
202 24 12 202 24 12 90 00 00
22 24 17 202 24 17 270 00 00
247 35 40 157 35 40 00 00 00
67 35 42 157 35 42 180 00 00
217 48 46 217 48 46 90 00 00
37 48 59 217 48 59 270 00 00
232 11 12 142 11 12 00 00 00
52 11 10 142 11 10 180 00 00
178 34 31 178 34 31 90 00 00
358 34 39 178 34 39 270 00 00
271 25 22 181 25 22
91 25 20 181 25 20
4
00 00 00
180 00 00
6
171 24 09 171 24 04
351 23 59 171 23 59
6
90 00 00
270 00 00
4
278 35 54 188 35 54
98 36 01 188 36 01
5
00 00 00
180 00 00
7
209 41 37 209 41 37
29 41 45 209 41 45
7
90 00 00
270 00 00
5 6
240 18 25 150 18 25 00 00 00
60 18 21 60 18 21 180 00 00
8
197 21 45
17 21 41
2
3 2 1 2 3 4 4 3 2 3 4 5 5 4 3
5
5
6
6
7
20
”
”
”
202 24 14.5 +2.5”
104 52 36 M= -3”
104 52 33
202 24 17 157 35 41 +2.5”
104 52 33 262 28 19 Datum
157 35 41 217 48 52.5 -1.5”
142 41 27 M= -6”
217 48 51 142 11 11 -1.5”
142 41 21 284 52 36 M= -3”
284 52 33
142 11 09 178 34 35 +2.0”
284 52 33 141 16 04 M= -9”
141 15 55
178 34 37 181 25 21 +2.0”
141 15 55 322 41 27 M= -6
322 41 21
181 25 23
322 41 21
171 24 04 -1.0”
132 40 07 M= -12”
171 24 03
132 39 55
188 35 57.5 -1.0”
321 16 04 M= -9”
188 35 57
321 15 55
209 41 41 -2.0”
162 21 46 M= -15”
209 41 39
162 21 31
150 18 23 -2.0”
312 40 07 M= -12
150 18 21 197 21 43 +2.0”
312 39 55 179 43 31 M= -18
262 28 19
142 41 21
132 39 55
321 15 55
162 21 31
312 39 55
179 43 13
8
197 21 45 90 00 00
197 21 41 270 00 00
252 38 12 162 38 12 00 00 00
72 38 14 162 38 14 180 00 00
158 56 10 158 56 10 90 00 00
338 56 04 158 56 04 270 00 00
291 03 48 201 03 48
111 03 50 201 03 50
7 6 7 8 9 9 8 7
7.1 Analysis
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197 21 45 162 38 13 +2.0”
179 43 13 342 21 46 M= -15”
342 21 31
162 38 15 158 56 07 +2.0”
342 21 31 158 39 40 M= -21”
158 39 19
158 56 09 201 03 49 +2.0”
158 39 19 359 43 31 M= - 18”
359 43 13
201 03 51
359 43 13
8.0 CONCLUSION
From the analysis data above, we can conclude that, this practical task teaches us how to do the standard traverse. The standard traverse is more accurate than the control traverse. It is because the linear accuracy of control traverse is about 1: 8000 and angular 3.0” per station while the linear accuracy of standard is 1: 25000 and angular 1.5” per station. Other than that, their applications are different. We establish nine marks which are consist of four CRM point and five stations for our traverse. All the four CRM point are marked by using steel pipe and cement. Meanwhile the rest of stations are marked by using pegs. The method to get the coordinate of the CRM point is obtained by using static method. The solar observation is done for azimuth control. The comparison of bearing between solar observation and GPS observation for line CRM 1-2 is 20”. The comparison of bearing between observed bearing (solar observation) and solar observation for line station 8-9 is 21”. The comparison of bearing between observed bearing (GPS observation) and GPS observation for line station 8-9 is 4’4”. Meanwhile the comparison of distance between observed distance and GPS observation for line CRM 1-2 and station 8-9 are -0.008 respectively. The angular misclosure is 3” per stations and this standard traverse achieved limit accuracy 1: 131287.
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9.0 COMMENTS
WAN NUR ADILIN BT WAN RAMLAN 2012481308
In this practical, l has learnt many things in doing standard traverse. There are: 1. I learn how to establish station using the metal pipe in concrete. 2. I have learned how to conduct the various cadastral control survey methods. 3. I also learn how to know the difference of the control traverse and standard traverse. 4. I can know how to do the standard traverse and booking. 5. I also know the difference between internal and external must not more than ± 05”. 6. The correction f or mean angle should not more than ±2.5”. 7. The bearing correction for each station is shall not more than ± 1.5” and the linear misclose must get at least 1:25,000.
We start this practical by establishing the station by using steel pipe and cement. The station must be established before any measurement was made in order to get a higher accuracy. Next, we start our observation by doing link traverse. After the finish a link traverse, we do a GPS observation to get the coordinate for the traverse at station 1, 2,8 and 9. GPS observation is done by using Topcon and static observation method was made. After that, we do solar observation at station 2 and 8 to determine the azimuth. The readings of solar observation were compared with the GPS observation in order to get the best result.
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WAN HAFISHAH BT WAN MOHAMED 2012437202
From this survey, there are many things I need to recall what have I learned before this. Start from reconnaissance until produced standard traverse plan. We need to do reconnaissance before start survey to avoid any obstacle during traversing such as choose the best station to do solar observation. By doing this survey, we don’t have many problems in field work but that problems come when we start to calculate the data. According to the standard traverse, we have to take the angle exceed or less 360 degree. In order to have a precise measurement, we have to make sure that every aspect in doing this practical in good condition such as the instrument.
Furthermore, in this practical I know to differentiate between control traverse and standard traverse which is standard traverse is a series of high accuracy traverse compared with control traverse. The misclosure for standard traverse is 1: 25000 compared with misclosure other traverse only 1:8000 for first class.
Last but not least, a special thanks to our lecturer SrKhairulAzhar and En. Nadzari b Yahaya for their helps and guided us to conduct this work, also a speci al thanks to my group members because give a full commitment in complete this practi cal work either in field work and preparing a report. We hope that we can make a mor e good work for other practical work.
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MOHD SHAFIQ AZFAR BIN MOHD NAZERI 2012877076
First a foremost, I would like to thanks to our lecture Sr. KhairulAzhar that have been thought us about on how to conduct a standard traverse survey. Actually we have learnt this subject before, so we do it again for this semester. As usually, we have briefing by Sr. KhairulAzhar on how to conduct this job and what are the specification needs. As usually, we do a reconnaissance survey on place that we want to setup our point of Cadastral Reference Mark (CRM). Besides that, I have learnt on how to use a GNSS that is global positioning system. We use a static method that is base and rover technique. Then we collect our data to be calculated and process by using Topcon tools software. We produce four point of coordinate Cadastral Reference Mark (CRM) that is two points at first station and two point a last station. We use an open close traverse method that is start with known point and end with known point. We also do a solar observation on a first station and last station. The objective of this survey is to compare the coordinate by using solar observation and global positioning method. We do our traverse along 500 metre and according the rule and regulation of PKUP 2009. I learn on how to calculate a standard traverse and process the data until get the final plan. Furthermore, not forget to our team that give fully commitment to done this practical even has many problem but we can solve and handle it professionally. Thank you.
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