Cadastral surveying II

CADASTRAL SURVEYING 2 (SUG 519)

NAME: SAFWAN IZZATY BIN SAHARUDDIN ID NUMBER: 2011923667 LECTURER: PROF. MADYA SR ABDUL RAHMAN BIN ABDUL LATIF DATE:08 JULY 2013

1.0 GOAL        

Working in a group to complete the refixation task. To strengthen the knowledge of refixation works and applying the theories in the field. Share knowledge and collaborate in dealing with problems and challenges in the course of refixation survey. Practice the field work in accordance with circulars Director General of survey and mapping. Practice of recording method using the external workbook. Practice in computation work. Practice in computing the offset distance and bearing for refixation. Familiarize in providing the Calculation Volume (CV) and Certified Plan (CP)

2.0 OBJECTIVE     

To describes the purpose and requirements of conducting refixation. To understand more about the exact terms in the traversing work. To explain the rules in carrying out the refixation work. To show the calculation of the external workbook data with the way it has been set up. To provide the CV and CP in accordance with the prescribed format.

3.0 AREA THE PRACTICAL WAS CONDUCTED Traversing and refixation work at LOT 28-31, 346-365 Seksyen 2, Bandar Shah Alam, Daerah Petaling, Selangor Darul Ehsan. The solar observation was conducted at station 2 besides the lot 364. Latitude of station 2 : 30 04’ 4.47”

KEY PLAN

The area shaded dark gray LOCATION PLAN

Seksyen 2, Shah Alam

4.0 INSTRUMENTS USED    

Total Station – To measure bearing and distance Prism – To target the next point Tripod – To stand the total station and prism at a proper height Picket – To mark a station that was established

5.0 THEORIES Refixation is defined as putting back or re-establishing the boundary marks which are out of position to their original positions. Replacing the boundary marks which are missing or lost or broken to their original positions based on the refixation calculations. Two basic assumpations are to be taken into account before starting to refix the boundary marks; A boundary mark which is found to be upright, firm and projecting at the correct height above the ground level is assumed to be in its original position until it is proved otherwise; and the position of the base of a slanting boundary mark must be assumed to be in its original position until proven otherwise. Therefore, the boundary mark should be set upright to its proper level before any measurements or observations are taken to or from it. Refixation is a very costly process and therefore the land surveyor must consider the following factors before deciding to refix the boundary marks; the amount of displacement, the location of the land, the value of the land, the effects to the land owner if the boundary mark is not refixed, the significant of the boundary mark to be used in future datum. The displacement limits for refixation are as follows; I. For boundary line less than 40 meters  

Bearing not exceeds 01’ Distance not exceeds 0.015m

II. For boundary line more than 40 meters  

Bearing not exceeds 30” Distance not exceeds 0.006m for every 20m with maximum displacement of 0.050m

Criteria have to be considered whether to carry out refixation or not for town, residential, built up and industrial areas, refixation is required if the displacement is more than 0.050m and for rural areas where previously second class survey were carried out and for paddy cultivation areas, refixation is only needed if the displacement exceeds 0.100m The basic principle in refixation is in computation for refixation, the old values are adjusted to the new values as the old values physically do not exist. The boundary marks are placed to its original positions based on offset values computed from nearby traverse stations. There are exceptional cases for refixation. First for areas which have been previously surveyed by third class or lower, the boundary marks are accepted as in their original positions except if there are significant differences with the previous values. Second for areas which have been previously surveyed by demarcation survey, boundary marks are considered to be in their original positions provided; for undeveloped areas, boundary marks found in good condition are considered to be in their original positions, whereas for developed areas, boundary marks found in good condition are considered to be in their original positions, if they agree with occupation.

6.0 PROCEDURE 6.1 Traversing 1. Before starting the work, we recon the site to familiarize the place. 2. Then, we searched the boundary marks that are suitable for the survey work. 3. After that, we sketched the plan location of the site and designed the traverse plan for ease the work. 4. Established stations using picket for traversing. 5. Set up the total station at station 2, one prism at the back station, that is station 1, and another one at forward station, station 3. 6. The prism at backsight station was observed and the estimated datum bearing was set as 1600 00 00. 7. The total station was swing in clockwise direction to observe station 3. The value of FL for bearing and distance of line 1-3 was recorded in fieldbook. 8. The same process was repeated in FR but the bearing set up was added up 1800. 9. The instrument station now moved to station 3 as follow the clockwise direction. 10. The same observation procedures were followed but the backsight bearing was set up by using last mean bearing ±1800. 11. The whole processes were repeated until the closed traverse is formed. 12. The solar observation for determining azimuth was conducted at station 2 to get the real bearing to use in the M correction. 13. The correction processes in fieldbook were followed using the rule of corrections. 14. The offset observation and recording was conducted using prism pole as a replacement to the prism and tripod. 15. The offset was for doing the baselining work. 16. The values of bearing and distance of offsets were taken by a face only. 17. The values of bearing of the offsets are recorded to the nearest 1’. 6.2 Refixation (Pre-comp plan) 1. After all the C and M corrections have been done, we proceed to computation work. 2. The traverse work that had been done was drawn in the P.O plan of the site in the microstation. 3. The suitable baseline was calculated. 4. The baseline of New and P.O was compared. From the value calculated, we corrected the boundary mark of the lot. 5. Then, the offset from the station to the boundary mark that need to be fixed was calculated. 6. From that value, we can proceed to the refixation work at the site.

6.3 Refixation (on the site) 1. Offset distance less than 1 meter a. Set total station at a station. b. Set back bearing to reference station. c. Open bearing at calculated offset bearing. d. Plant a picket at station 100 on the offset bearing (about 4m) and measure the distance. e. By using another reference station, perform angle and distance checking to station 100 f. Measure distance from station 100 to the mark to be refixed at. g. Plant boundary mark according to the distance deduced. h. Re-measure the distance. 2. Offset distance More than 1 meter a. Set total station at a station. b. Set back bearing to reference station. c. Open bearing at calculated offset bearing. d. Measure offset distance to the mark to be refixed at and plant the boundary mark. e. Perform angle checking to the boundary mark by using another reference station. f. Re-measure the distance for checking.

7.0 ACCURACY OF WORK AND PRECAUTION 1. The observations were made in morning and evening day to avoid from the mirage and the refractive that can produce error. The observation also stop when the weather in the bad condition to reduce error. 2. The data recorded in the observations were recorded using permanent ink to avoid the confusion. 3. The reading of the bearing and distance was repeated couple of time to have the mean value. 4. Explanation of the readings and data were made clearly. 5. The safety of self and instrument are to be priority when doing this observation.

8.0 RESULTS AND ANALYSIS 8.1 Linear Misclosure Line 2-3 3-4 4-5 5-6 6-7 7-8 8-1 1-2

Bearing 60 21 06 44 02 07 52 27 25 138 02 41 217 55 49 225 05 54 249 27 59 342 35 40

Distance 66.794 79.012 91.846 49.908 49.136 162.212 57.413 67.795 ∑d = 624.116

Linear Misclosure = (ℯN)2 + (ℯE)2 = 0.0142 Fractional Linear misclosure = 1 : 44000

Latid 33.041 56.803 55.969 -37.115 -38.756 -114.504 -20.138 64.691 ∑ = -0.009

Depart 58.049 54.921 72.822 33.366 -30.204 -114.898 -53.765 -20.280 ∑ = 0.011

8.2 Baseline The figure below shows the lot from CP and the new traverse at the site. We decided to choose line 10 to 15 as the baseline for the refixation as it comply all the requirements as a baseline.

BKL 10 to 15 – Measured 550 40’ 29” PO 550 38’ 45” Correction bearing : +1’44” Distance : x 1.000m

369.017m 368.943m

8.3 Calculation for refixation BKB A

1

10

Refix at BKB A Line Distance 1- 10 7.035 10 - BKB A 20.653 BKB A - 1 Pol(16.442,-4.748)

Bearing 94 21 13 325 16 50

Latid -0.534 16.976 16.442

Depart 7.015 -11.763 -4.748

Bearing 162 35 40 343 53 34 343 06 23

Latid -64.691 16.442 49.294 1.045

Depart 20.280 -4.748 -14.971 0.561

Distance : 17.114 Bearing : 1630 53’ 34” BKB 2 2

BKB A 1

Refix at BKB B Line 2-1 1-BKB A BKB A - BKB B BKB B – 2 Pol(1.045,0.561)

Distance 67.795 17.114 51.517

Distance : 1.186 Bearing : 208013’44”

3 BKB B BKB C

2

Refix at BKB C Line Distance 3-2 67.794 2 – BKB B 1.186 BKB B – BKB C 38.950 BKB C – 3 Pol(-22.275,-19.771)

Bearing 240 21 06 28 13 44 75 32 50

Latid -33.041 1.045 9.721 -22.275

Depart -58.049 0.561 37.717 -19.771

Latid -55.968 -56.803 -22.275 133.951 -1.095

Depart -72.825 -54.921 -19.771 148.363 0.846

Distance : 29.784 Bearing : 41035’31”

4

5

3 BKB D

BKB C

Refix at BKB D Line 5-4 4-3 3-BKB C BKB C- BKB D BKB D – 5 Pol(-1.095,0.846)

Distance 91.847 79.012 29.784 199.886

Distance : 1.384 Bearing : 322018’37”

Bearing 232 27 25 224 02 07 221 35 31 47 55 21

5

BKB D 6 BKB E

Refix at BKB E Line 6-5 5-BKB D BKB D – BKB E BKB E – 6 Pol(-2.427,-0.308)

Distance 49.908 1.384 50.158

Bearing 318 02 41 142 18 37 140 02 33

Latid 37.115 -1.095 -38.447 -2.427

Depart -33.366 0.846 32.212 -0.308

Latid 114.504 38.756 -2.427 -140.961 9.872

Depart 114.898 30.204 -0.308 -153.405 -8.611

Distance : 2.446 Bearing : 7013’57”

BKB E

6

7 BKB F 8

Refix at BKB F Line 8-7 7-6 6-BKB E BKB E-BKB F BKB F-8 Pol(9.872,-8.611)

Distance 162.212 49.136 2.446 208.334

Distance : 13.100 Bearing : 138054’11”

Bearing 45 05 54 37 55 49 187 13 57 227 25 15

9.0 CONCLUSION During the task is carried out, many errors have been made and this things should be prevented because it will waste time and will corrupted all project of surveying. From this task we have learn how to reduce the error and the data that we collected was accepted. The result of the traverse project should be accurate with the small error. The cooperation and patience of each group members should be praised because without all of group members’ participation in this project, it could not be successful. If the procedures of refixation that we have learned are followed, the field work can be done faster and the result will be accurate. After this practical was done, I have acquired many lessons in completing a refixation work. Without the help from the lecturer, we won’t be able to finish this field work completely. I have learned how to reduce errors in carrying out traverse survey. I went through a lot with my team. We learn from wrong to right.

10.0 REFERENCES 10.1 Survey regulations 1976 10.2 Peraturan Ukur Kadaster 2002 10.3 Circular Kpup bil. 3/2003

UITM SHAH ALAM STN

BERING

JARAK(M)

BUKU

KOORDINAT

KERJA

U(+)/S(-) T(+)/B(-)

LUAR LOT 28-31 LOT 346365 2

-11667.59

-21544

3

60 21 06

66.795

-11632.47

-21484

4

44 02 07

79.012

-11574.38

-21426

5

52 27 25

91.846

-11516.92

-21350

6

138 02 41

49.908

-11553.22

-21315

7

217 55 49

49.137

-11591.18

-21344

8

225 05 54

162.212

-11703.05

-21454

1

249 27 59

57.413

-11722.26

-21506

2

323 35 40

67.795

-11666.59

-21544

JUMLAH

624.118

TIKAIAN LURUS 1 : 27898 LUAS = (17028.588 METER PERSEGI) DIPROSES OLEH

: MFNZ

TARIKH: 20.06.2013

FAIL UKUR

:

TARIKH: 29.11.2012

DIUKUR OLEH : SAFWAN

P.U.BL.SEL. 39.71 DISEMAK OLEH

: IZZATY

DILULUSKAN OLEH : PROF RAHMAN TARIKH: 29.11.2012 NEGERI

: SELANGOR

DAERAH: PETALING JAYA

MUKIM

: SHAH ALAM