Surveyor

BM M0032 at my primary school

2012-01-30T00:05:00.000-08:00

This is my primary school but there are many chances especially this 3 storey buildings. In those day, 80-an. There were 2 row of buildings. One was wooden class rooms for standard 1 to 3 which have been replaced by the above buildings. The opposite site of this wooden class room was concrete 2 storey classroom for standard 4 to 6. I did not realise that there is a bench mark inside my school (because I was not land surveyor during there period) until last 3 years I found it inside the school compound. The bench mark is M0032 and reduce level is 3.366m.

恭喜发财-Gong Xi Fatt Chai

2012-01-21T20:35:00.000-08:00

MelakaSurveyor wish "新年快乐 , 恭喜发财" to all the chinese especially surveyor.

Clarification of GNSS test

2012-01-17T00:24:00.000-08:00

According to JUPEM circular 1/2008-Appendix A1, there are two methods to carry out GNSS calibration. We can either use tribrach or mount the GNSS gadget onto the pillar screw. I did discuss with District Surveyor on this issue because initially we understand that the antenna height should measure from the GNSS gadget’s marker to the survey station. Thus, we also applied the same concept measured the antenna height from the marker to the pillar and subsequently to the top of the screw. However, we still unable to get the acceptable result when compare with JUPEM reference.

The kindness of the District Surveyor has explained to me the content of this circular. The antenna height should measure according the below diagram.

Please take note that antenna height will be negative which equal to the height of the screw.

The second clarification is regarding the comparison of coordinate especially the ellipsoid height. I did 3 pillar on yesterday (minimum requirement) and result showed the differences in latitude and longitude were within 3cm and JUPEM circular 1/2008 under "Ujian cerapan statik berkala" 4.3.9 stated that the tolerance must less than 3cm in North/east and 6cm in height difference.

The three (3) pillars observation on yesterday showed that the difference ellipsoidal height more that 6cm. District Surveyor emphasized that the statement is on comparison between coordinate of epoch and not to the reference JUPEM coordinate. If we need actual height then we need to refer to geodesy department to get the geoid height "N" correction. It sounds positive to me but my friend measure from the marker to the top of screw and able to get tolerance result. I do not how to describe it!

How to plant mark with tripod

2012-01-13T21:12:00.000-08:00

It is an easy task for most the cadastral surveyor and cadastral's mandore/labour. I just jot down this note because I believe in future, this method will be extinguished similar when I was in Sarawak in year 1996. Sarawak survey team were using jungle wood as reference point to replace prism in jungle survey. Thus, no people will be at the back to collect the RO. The survey labour just cut three (3) jungle woods and make like tripod. I remember they will sharpen one jungle wood and put in the center of this temporary tripod. The interesting part is the sharpen point will match with the station point. How to do it? Sorry, I do not know, Sarawak surveyor should able to share with us.

Tripod, tribrach and prism are the main components for this topic.

Tripod

The tripod should in good condition and the leg length is ease to adjust.
The head of the tripod must flat for stability of the mounted prism.
Impact of the stability of tripod very depending on each screw on the tripod.

Tribrach

We are using tribrach with optical plummet in this case, even through there are tribrach with laser plummet or oldest tribrach used plumb line. Tribrach used plumb line is more easy to plant mark because we are able to position the point accurately but slower to set up.
The three (3) screw of the tribrach must have bigger gap to move around when the head of the tripod is not flat especially tripod set at unstable area such like edge of the earth drain.
It is an art of moving these three (3) screws of the tribrach. We are using two (2) hands. One hand is using 2 fingers and the others one is using 1 finger. There is a pattern for centering. These three fingers should move concurrently. The 2 fingers either move inward or outward and the other one finger should move up & down. See how the bubble move then adjust the screw accordingly.

Prism

The prism has been calibrated
Unloose prism is not advisable to use

How to set?

Surveyor will give direction by open the bearing.
Clear the observation line if there is obstruction such as leaf, grass, branch and etc.
Mount the prism on top of tripod and get the approximate distance from surveyor.
Move to the direction and surveyor need to tell the labour to move forward or backward by certain distance.
Labour should know how long his foot. Normally Asian is 0.3meter. If the distance is 0.6 meter then the labour just move according to his length of his foot.
Then set the tripod on the approximate point. The head of the tripod must as flat as possible. The approximate point can be marked with wood or any marker. This temporary point is the place where we need to dig and plant the boundary mark.
Tread all three legs into the grass, bitumen, concrete or etc.
One of the Tripod's leg must facing to theodolite. The purpose is to adjust the distance either backward or frontward.
The other two leg are to adjust left & right.
Look through the optical plummet and using the thumbscrews put the cross hairs back over the temporary point as mentioned on statement 6.
Adjust the level of the tribrach by slackening the tripod screws and sliding the legs.
Re-center the cross hairs using the thumb screws then fine tune the level using the the tripod legs.
Once the tribrach is nearly centered over the temporary point, level the tribrach by using the thumbscrews.
Slacken the tribrach from the tripod head and slide it the last 4-5mm so that it is centred over the approximate point and level.
If the distance is within 10mm then we just adjust the tribrach. Else we need to adjust the tripod length. Distance more than 0.1 meter then you need to adjust back the temporary point as mentioned on statement 6. This is because the thumbscrews can not adjust up to 0.1meter.
Always used leg lengths for centering and attempt minimum use of thumbscrews.

Conceptualization

2012-01-12T05:38:00.000-08:00

Cadastral survey is a not difficult task if you understand the concept behide of this survey. Even through lecturer in university or kolej tough this subject but most of the students can not merely understand how to apply in field work. JUPEM circular regarding cadastral is available but no many people can totally understand the content.

Academic is vital but cadastral surveyor can be trained if the person is wiling to learn especially those involved in cadastral survey. Yesterday, I read an encyclopedia regarding brain. There is no brainless human in this world. Some people can not afford to further their study due to many factors such as opportunity, financial, environment and etc. According to this encyclopedia, brain can be an useful weapon if we know how to utilize it with condition we need to polish it. It will be a “sharp weapon” if we polish it frequently. So, how to “polish” our brain? The answer is KNOWLEDGE.

When we are equipped with knowledge and explore to the real job, then subsequently we are gaining experience in field. Experience is the main “Guru” in any subject. There is no great/perfect “Guru” in cadastral survey. You need to master the cadastral survey start with how to set tripod. There is an art of setting tripod. Look simple but many young surveyors can not able to plant mark with tripod even in flat area. It is a nitty-gritty in presently. Once you have master the basic skill in land survey and understand concept of cadastral survey. By the time, you should able to know what is datum, baseline, refixation and relevant issue regarding cadastral survey. Cadastral survey will be a rice bowl for you and forever.

Common seal

2012-01-11T01:09:00.000-08:00

This post is regarding the application of state land under “Jadual 1- Kanun Tanah Negara”. Even through the application have modern company seal and witnessed by commission of oat. It still do not fulfill the application requirement. Land office still requested the common seal. What is common seal?

Common seal also known as corporate seal or company seal. According to wikipedia,

“Traditionally, the common seal was of some legal significance because the affixing of the seal signified that the document was the act and deed of the company, whereas when a document was merely signed by a director, then that deemed to be an act carried out on behalf of the company by its agents, which was subject to applicable restrictions and limitation under the ordinary law of agency.

Common seal are generally only used for 2 (two) purposes by corporations today:-

Documents which need to to be executed as deeds (as opposed to simple contracts), may be executed under the company's common seal
Certain corporate documents, for example share certificates are often issued under the company seal (and some countries required that share certificates be issued under the common seal)”

The application was rejected and I immediately took action to solve it on the same day. Our client asked me to get the common seal from his company secretary. Initially, I wonder why the lady brought big staple for me. She just passed the common seal to me and I did not how to use it. Finally, the lady helped me. There is a handle for this common seal, we just press and the seal will leave impression on the paper. Usually, a red wafer is used to imitate old red seals, and to make the sealing show up better on photocopies which I can see in my license certificate.

The implementation of common seal on apply on company and no to personal application. Basically, we need below details to fill the form “Jadual 1”:-

Company details
Application plan
Purpose of application
Details of land, example : Mukim, location, area and etc

Please take note that we need to attach with Form 24 & 49 and Company resolution which can be obtained from company secretary during submission.

SOP of cadastral survey in E-cadastral environment

2012-01-08T17:22:00.000-08:00

Note:

This SOP apply only at NDCDB area.
This SOP divided into 3 parts:-
1. Lot application,
2. Field work and
3. Submission of 16ACII files to JUPEM2U

Lot application through JUPEM2U

Once the layout plan and precomp plan have been approved with payment to LJT. In this stage, PT's reference have been issued and we are able to apply lot from JUPEM through JUPEM2U website.
As previously we are requested to submit 3 (three) JUPEM ASCII files (*.pud, *.pub & *.pul) but with NDCDB coordinate. It is advisable to copy/print out all the NDCDB coordinate for each boundary marks for the lot and keep in the file.
1. We need to key in 3 known NDCDB coordinates during processing. These 3 known coordinates are from the baseline.
2. Coordinate NDCDB will be updated according the need of the present system.
Reference number 800 from LJT is compulsory in JUPEM2U system to ensure the payment has been settled before issue of lot. This reference can be extracted from eljt website. Just ignore the message that telling us that the series number less than 9 digits.
Vital documents needed in the attachment are:-
1. Approved layout plan (We are able to scan A2 size plan into 2 parts but need to define it as page 1 & 2)
2. Approved precomp plan
3. Letter from PTG or land office (Please kindly ensure we need to attach the whole set of documents from 1^st page until last page where usually has “Pengarah” signature.
4. Sijil Akuan from LJT is compulsory when attach the 3 JUPEM ASCII files.
5. Approved application form (all the pages need to scan)
6. Please kindly define the attach documents during attachment which located beside the attachment files.
Presently we are able to generate 3 (three) JUPEM ASCII files either by Mapinfo or LSP program. Please ensure the starting point is NDCDB coordinate if you are using existing precomp dwg. Please bear in mind that there is a gap or misclosure. Just drag the last point to the starting point due to previous accuracy of survey. Do not throw the misclosure at proposed/new boundary.
We are ready the submit the application to JUPEM when above procedure followed and do not forget to select the file before click the send button. The application can not be officially reached to JUPEM even all the data/scanned documents in the JUPEM2U system. JUPEM will not issue the lot number if no selection on the file and the file will pending in the system with accumulation of days.

Field work

Checklist of instrument is essential before start the field survey. Ensure the survey instruments such as tripod, prism and etc are fit/compatible in field. EDM test still valid during the survey.
Upload the precomp data into your survey system. (Please kindly define the coordinate for the purpose of sun observation computation by the system)
Mental and physically should fit especially field surveyor. Rest early if need to travel long journey on the following day.
Start the survey task as early as possible unless need to travel long journey. There are few advantages:-
1. Fresh air on early in the morning and human being are more active than working under hot sun.
2. Carry out sun observation on morning if permit to get azimuth.
3. Cost involve for the party per day including meal, hotel (out-station), fuel, tol & etc. It is not economic to work for few hours per day except heavy downpour or unexpected conditions.
Identity the lot with GPS info. It is better search in google map/earth where this smart web able to direct us to the site. Previously, we need to refer to land owner or ask people to locate the lot which time consume.
When we able to locate the lot by handheld GPS or others method. We can immediately carry out sun observation if the altitude still within limit. This sun observation line can be starting of the traverse and DFT on this line.
The coordinate of sun observation can be adopted the handheld GPS coordinate, please bear in mind that the system has been converted the long/lat into present coordinate.
This line not less than 50m and DFT must less than 10mm.
Vertical angle should read circle right and left to get the collimation of instrument. Should be less than 20”
The datum can start by a few methods
1. Sun (Azimuth can be computed on the spot without using calculator)
2. Compass Bearing (to the nearest degree)
3. Assume bearing
4. From PA value where station on the old marks
5. CRM (The latest technology in e-cadastral environment)
Once define the datum, all the observation will digitally record into the survey system. Limitation of circle right with left is no more than 20”.
Distance can not more than 5mm and no accept by the system.
The traverse should follow close-wise.
Observe all the existing old marks and attempt the find the old marks which bury deep in the ground. We do not want when we replace new boundary mark on this old position and find the old mark. Computation need to re-calculate especially the area and on-line mark position.
The perfect/accuracy of survey depends on
1. EDM of total station (Ask the instrument dealer/supplier tune the instrument if find the EDM out from the expected limit.)
2. Tripod should in good condition. Never neglect even one small screw on this tripod. Maybe due to this small screw and cause you can't get 20” difference in bearing reading. You bubble always out especially on softy ground.
3. Tripad
4. Prism
Please bear in mind that observation of bearing & distance will determine the perfect of your survey network.
Centering & levelling is vital in field work. If one station no well center or level, deep impact when close bearing. Criteria of close bearing should 15”√n (n is total station) or 1' 15” for station not more than 25. Sun observation need to carry out before reaching station 25 to get correction of azimuth.
If datum start with PC, field surveyor need to apply meridian correction to look for old mark.

Office-computation

Baseline computation able to calculate on field but it is better to work at office or home.
Baseline is comparison between new survey with PO value from mark to mark.
One baseline in survey is rotation and scaling. The third marks is for checking. Please kindly differential between bearing & angle in baseline concept.
Selection of baseline is important for refixation purpose. Always look for longer baseline than short baseline unless the baseline is perfect.
In the e-Cadastral system. Least square adjustment (LSA) is applied and we need to adopt 3 known points and define in LSA before able to process.
Currently, we still carry out the survey as traditional method but need to define 3 known marks for LSA processing. The 3 known points is baseline marks.
Data with lower bound and pass in chi-square statistic analysis is able to upload into JUPEM2u system. Upper bound data can not upload to the JUPEM2U system.
First class traverse which minimum 1 in 8000 should pass the statistic analysis. Upper bound can be due to
1. NDCDB coordinate
2. Distance of traverse
3. Bearing of traverse
Precomp area should key in during processing software.
No PA requested in e-cadastral system. Just submit the 16 JUPEM ASCII files as previous and one edm file from SPAK. Total should be 17 files.

This SOP is just a guild line and it still can be updated. Please kindly look at the e-cadastral circular for more details.

Happy New Year 2012

2012-01-01T06:50:00.001-08:00

MelakaSurveyor take this opportunity to wish all the visitors -12 months of happiness, 52 weeks of fun, 365 days of success, 8769 hours of good health, 52600 minutes of good luck, 3153600 seconds of joy. Happy New Year 2012.

The second message to all the land surveyors either LLS or freelance in Malaysia especially in Melaka. According to my Topcon Dealer, lately there have been many robbed cases on total station when working / surveying. It happened on day time. Robbers are in a ground, Indian. (Sorry, my Indian’s friends). Just be more cautious.

Title search

2011-12-29T15:47:00.000-08:00

One of my customers requested me to apply a state land in front of his temple due to a certain reasons. He has purchased the standard sheet for me and according to him; the government has acquired the land. I looked at the standard sheet and noticed that there is a lot number for this mentioned particular lot. I advised him to do a title search before we can confirm that this piece of land has been acquired by state government. He passed this task to me since myself able to assist him.

On the following day, I went to PTG, Melaka since the lot is located at Melaka Town. There are two land departments in this yellow-building. Ground floor is land office Melaka where this department in-charge of Grant Mukim and first floor is PTG (Pejabat Tanah & Galian) where the department in-charge of grant register.

I straight went to second floor to buy the title search with the standard sheet given by my client; instead of going to 1^st floor to find out the title number. My right hand told me that he has tested to do a search in Muar by lot number and the land office in Muar unable/unwilling to assist him. I do not believe and using my latest status to get task done.

I reached 2^nd floor quite early and immediate a young lady officer entertained me. A good looking pretty Malay officer attempted to search in her computer database. No result from the computer database but she went inside to help me to search in old book since this is old lot. Finally, she came back and apology because unable to locate the file based on lot info. I cannot blame her because the land management system is poor before implementation of e-cadastral. She in good manner referred me to 1^st floor to get the title reference.

I went down the 1^st floor and a male officer very kind to assist me. Later part I just realized he is the SO. When he looked at the standard sheet, he immediately said the land has been acquired and he able to give me the title reference for me to do the search. The reference number is something starts with DSPN/IR 30.

I went to 2^nd floor again with the title reference given by SO. Then again failed to detect the file where an officer showed the old register book. The particular page is missing from the register book. He referred me checked the land status at ground floor (land department?) Land department also don’t how to search because no system available to detect the file. Finally, an elder female officer asked me to check at Tax department either this land still pay the tax or no. Tax department also no record in their database.

What is conclusion? We cannot do title search if the government acquire the land?

Slogan : Customer Problem is Our Solution

Square meter to Square feet conversion

2011-12-26T06:26:00.000-08:00

Conversion Square meter to Square feet	Sq meter:		Square feet:

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JUPEM VRS rate

2011-12-19T19:31:00.000-08:00

My friend was asking me on last week the telephone charge when we received VRS from JUPEM. My right hand man told me about RM2 per hour but my friend said more than this amount.

A few important facts

I extracted this paragraphs from JUPEM :-

"In the usage of VRS data, the user must provide its approximate rover position to the control centre. This is done via cellular modem using the standard NMEA GGA string. The control centre automatically receives this positioning information, interpolates and applies corrections for ephemeris, tropospheric and ionospheric errors and generates the virtual reference station for that individual rover. It then produces a set of standard format correction messages as if they were coming from the virtual reference station and transmits them via cellular modem back to the rover."

The annual fees has been reduced from RM3K to RM1K.

I was informed that we need to submit raw data which stored in the receiver during GNSS calibration.
During the recently GNSS calibration, we noticed that it quite difficult to receiver VRS from JUPEM. This time my man went twice because they claimed that totally can not get fix solution. Thus, I went on the following days. The first pillar observation was quite fast,

GNSS calibration - eVRS calibration-Part 2

2011-12-19T18:06:00.000-08:00

"Maybe due to Coordinate Systems projection?" suddenly strike in my mind. I checked the status under Job Info as below:-

Job name
Number of points
Points Order by name
Job Size on disk
Job created
Job Modified
Survey configurations

a-GPS + Config : My Network RTK
b. optical Config : Default

Coordinate Systems Projection : Malaysia _CS-Negeri _Melaka

The correct coordinate system should be setted as:-

Projection :
Datum : GDM2000
Geoid Model :
Coordinate Type : Datum (Lat/Lon/Ht)

After amended the coordinate system to GDM2000, the VRS (Virtual Reference System)
from JUPEM is

Lat : 2d 16' 29.17544"
Lon : 102d 17' 11.96668"
Ellipsoid Height : 19.673

This figure looks more likely to reference coordinate given by JUPEM.

Note:

Format of the real time data (latitude/longitude) should be degree minutes and second. No in decimal

There are 2 sets of data with same info. We should follow the first format.

Coordinate Type : WGS84 (latitude/longitude/Ell ht) -provide more accurate data compare with datum (latitude/longitude/Ell ht)

I better jot down this simple export procedure:

Go to Job_Export_To File
Under To file

Data : Points
Format : Topcon Text custom QC (*.TXT)
Select 2 ASCII File Properties

Use Type for Attributes
Use Quotes for Text Values

Plug in pendrive into PDA FC-250 and create a file name.
Under custom with QC

Delimiter : comma
select "header in first Row"
file style should be in this order

Date
Time
Name
N(Lat)
E(Lon)
Ell ht
PDOP
Num. of GPS

Coordinate system

projection : none
Datum : GDM2000
Geoid : None
Coord Type : WGS84 (Lat/Lon/Ht)

Units Format

Format (lat/lon) should "ddd mm ss.sssss"
Elevation precision in 3 decimal

GNSS calibration - eVRS calibration-Part 1

2011-12-19T17:42:00.000-08:00

Further our yesterday discussion on eVRS calibration.

Firstly, we need to select the real time data file with standard format as discussed on yesterday.

The issue of reference coordinate file has been replaced with "Ref Location code". Just click the Ref location Code, for instance in Melaka is TAMANTASIKUTAMAGNSS. Then press compute and result will come out.

There is a slightly difference in reference lat/long compare with JUPEM but now my problem is my observation. A big gap compare with the reference coordinate.

I looked at my GNSS raw data. We received VRS data on 01 December 2011at 08:41:09.

Received VRS from JUPEM server is VRS_0496. Ehhh..

Lat : 2d 16' 29.59905"
Long : 102d 17' 17.47090"
Ellipsoid height : 17.945m

(This is main culprit, wrong info for reference station. It should be

Lat : 2d 16' 29.21368"
Long : 102d 17' 11.94929"
Ellipsoid height : 19.708m

Please bear in mind that 1" = 30m

Where go wrong?

GNSS Calibration by TGPS Convert

2011-12-19T00:07:00.000-08:00

Last year I forgot to jot down the GNSS calibration format and caused now have to dig how solve this problem.

My Topcon dealer passed me the latest version of TGPSConvert where I claimed that my previous software has been corrupted.

I try to run last year data and noticed that the current data format was wrongly input during GNSS observation.

The station name should be named as P1_1_1.

Note :
1) P1 is represented pillar 1.
2) P1_1 is represented first epoch in pillar 1
3) P1_1_1 is represented first reading in first epoch for pillar 1.
4) One epoch need 10 GNSS readings
5) For GNSS calibration, JUPEM require 3 epoch
This is the first mistake I can find out.

When I installed the latest version of TGPSConvert, the above message also appeared. I search the framework version 4.0 in google and update the latest framework version. Then everything come to normal again.

The format of the above data has been amended according to the standard format and tested in Real Time GNSS Analysis as below:-

The result should be as below:-

Initially when my data format is wrongly input, there is not result appear.

Before process the eVRS calibration, we need to know the reference coordinate file format.

Explanation on the format:-

1) P3 stands for pillar 3
2) Follow by comma
3) Latitude data
4) Follow by comma
5) longitude data
6) Follow by comma
7) Elipsoid height
8) Follow by comma
9) end with P3 again

Please take note that TGPSConvert only available in windows 7, the lower version such like Windows Vista and XP totally can not !

Bearing drop

2011-12-17T19:18:00.000-08:00

There are a few factors I can detect if the bearing traverses no closing in the present bearing accuracy. According the latest e-cadastral JUPEM circular, the closing bearing should within 15”√n where n is total of traverse station or maximum requirement 1’15”.

The staff told me that he did 2 faces reading and the difference between circle right & left as per e-cadastral requirement; there is less than 20”. So, what go wrong?

The experience tells me that the setting of tripod is one of the factors. Why tripod? Setting tripod is very easy for an experience labour. They able to set a station less than a few minutes and will wait for the surveyor to do the observation. The stability of tripod is not very critical either for back bearing station or front station once centering done because the prism is not heavy as the weight of theodolite. Therefore, if the surveyor just put his instrument on the tripod, you can notice that the buddle is always needed to adjust according. Principally, stability of foundation relate to the accuracy bearing reading. Please bear in mind that one section of the bubble in most of the theodolite is 30”. Just imaging one station has half of the section bubble error and it constantly fall on one side; example right hand side. The error will be accumulated and perhaps just a few stations, the bearing error accumulation will be 1’ or more.

The suitable location of tribrach should be as center as possible. Adjust the tripod screw for centering and leveling. Minimum adjustment on tribrach for centering purpose. This is mainly due to the size & weight of theodolite. The thedolite bubble will out of position if the tribrach no well center located.

Centering and leveling of instrument is routine task for surveyor or survey team. It looks easy and simple but if the beginning part not proper carries out, chances of getting bearing drop is high.

Firm your tripod is main key word but many young surveyors are slim unlike me. They found hard to firm the tripod due to body weight. There are 2 ways to increase your body weight either by marriage or become heavy eater.

Before I forget, if the sun observation is available either morning or afternoon. Please kindly observe because it only took you a few minutes for 4 set of readings, average reading per set is less than 2 minutes. Sun observation will help you a lot when you found your traverses not closing and with the azimuth, you are able to identify the error!

Centroid formula

2011-12-06T20:20:00.000-08:00

This is centroid formula, where A formula as below

Advantages & Disadvantages of Sdn Bhd

2011-12-06T19:52:00.000-08:00

I noticed that currently there are many professionals run their business under Sdn. Bhd. including one of the newly open clinics in front of my house. Similar to Land Survey, let us see what is the advantages & disadvantages of having Sdn Bhd. set up which commented on Personal Money Magazine on December 2011.

Advantage

Set up with a paid-up capital of RM2.5 million or less, it will enjoy a preferential tax rate of 20% for the first RM500K of chargeable income.
With the Sdn Bhd entity, you will than be an employee serving customers. You will draw a salary to the normal stautory deductions such as EPF & SOCSO.
You can structure a compensation package that includes benefits such as a company car, driver & handphone), which is taxed at a preferential amount.
The Sdn. Bhd. is a limited liability company. As such the risk to the shareholder is limited to the amount of capital he has injected into the company. Land Surveyor faces quite lot of risk and possible being sued is high and at the moment, some land surveyor also buy insurance to protect the company.

Disadvantage

There are compliance requirements such as the filing of annual audited accounts and employment of a company secretary. There are annual audit fees, tax filing fees & company secretarial fees.
Unlike in a sole proprietorship, all transaction in the Sdn. Bhd. will have to be properly accounted for. All funds belong to the company and not to the share holders.

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Upper bound in Least Square Adjustment (LSA)

2011-11-29T19:56:00.000-08:00

This few days I try to understand the least square adjustment in ecadastral. One of melakasurveyor's Guess very kind to give a hint of Upper Bound in LSA. He/She give a short statement that "Upper Bound = survey not closing....there's an error in your keyin or survey". This statement also highlighted by my friend on last week when had chit-chat on this topic.

I checked all the survey data line by line and re-processed in STAR*NET. Finally, my boss is correct. This is no due to our survey either main or sub traverse. Please bear in mind that the main and sub-traverse have been checked in Bowditch or Transit adjustment. The minimum accuracy for this agriculture lot is 1 : 9,xxx in sub-traverse and main traverse 1 : 4x,xxx. Both accuracy are fulfill in previous method and no people can query.

As I mentioned yesterday, I suspected one of the computed line in NCB. The offset to the refixation mark do not give impart in LSA but the computed line will give a havoc and you have to crack your head to find out which line the main contribution.

Finally, only one refixation mark need to adjust about 2cm to pass in chi-square test.

I try to tabulate the Least Square Adjusted Coordinate with NDCDB coordinate and there are few lines exceed than 0.1m. LSA is the latest adjustment with maximum constraint (3 good marks) and NDCDB is old adjustment. In previous method, comparison new survey with PO before PO adjusted. Thus, LSA should be adpoted...but in circular the other way......:(

The first job I submitted also exceed 0.1 but prove in position in old method....submit the job and will know the result.

Least Squares Survey Network Adjustment Progrm-STAR*NET V6

2011-11-28T21:12:00.000-08:00

We can use this command ".data On & .data off" to check our data by portion

All the sub-traverses have passed the chi square test

Can it due to computed line? Let us see line by line.....

But when I fix point 26, the chi-square test will exceed upper bound. Therefore, NDCDB 26 contribute the main error! How to justify this ?

Finally, I able to detect the main contribution error.......it is from refixation mark!

I noticed that due to one mistake in refixation mark. It can contribute high Error factor in distance & bearing.

Short line about 40m and below is the result:-

The error from boundary line 42-5 but lines 36-39, 50-42, 39-50, 42-5 & 38-39 are effected.

Mainly because point 42 was wrongly planted. Point 5 is part of datum and adopted the NDCDB coordinate.

Based on the above adjusted traverse coordinate and NDCDB, we are able to compute bearing & distance. There must be a difference between this new system with art of survey method. What is the gap.....? Let me compute first.

How to solve upper bounds survey data in Least Square Adjustment?

2011-11-28T18:11:00.000-08:00

This is an nearly 50 acres agriculture lot sub-divided into 4 parcels. There is no an issue in old method where by Bowditch or Transit adjustment method. From the past few jobs we submitted to JUPEM, we realized that the final area we computed vary with JUPEM final area due to Least Square Adjustment (LSA). Thus, I try to use this job and run in STAR*NET V6.

Unfortunately, my data exceed that Upper Bound and I understand that JUPEM will reject it.

What the above data represent?

The Project Option settings is as per Appendix "R1" JUPEM circular 6/2009 -"Garis Panduan Amalan Kerja Ukur Kadaster Dalam persekitaran eKadaster".

I referred to Dr. Abd. Majid A. Kadir's training module Least Squares Survey Network Adjustment Program-STAR*NET V6 page 47 "Locating the source of Errors"

"Review the listing of observations and residuals.

Look for single residuals that have standardized residuals larger than 3.0, and have been tagged with a "*".

Try to determine the cause for the large residuals. Remember that a single gross error can cause large residuals in a number of observation.Always start by looking at the largest one or two residuals in each data type. Look for a pattern of the same station being associated with multiple large residuals"

Based on the above statement, I re-checked the dataset part by part where I started with main traverse.

My main traverse also exceed Upper Bound in general. The main error contribution is from distance observation from the above adjustment Statistical Summary.

Before I further the discussion, we need to know a few general definition as below:-
1) Residual is the amount the adjustment changed your input observation. Or the residual is simply the difference between the value you observed in the field, and the value that fits best into the final adjusted network.

2) The Standardized residual is the actual residual divided by its standard error value. This value is listing in the "StdRes" column for every observation in the listing file.

3) To compute each total in the "Sum Squares of StdRes" column, each standardized Residual is squared and summed (often called the sum of the squares of the weighted residuals)

4) A large total for this "Sum Squares of StdRes" is not that meaningful in itself because the size of the total is a function of the number of observations of that data type. Therefore the "Total Error Factor" is an important item in the statistical summary.

Total Error Factor is the square root of the Total Sum of the Squares of the Standardized Residuals divided by the number of redundancies.

5) The totals displayed in the Error Factor column are a good indication of how well each data type fits into the adjustment.

6) Among different data types, these Error Factors should be within range 0.5 to 1.5

Back to the data set and noticed that line 25 to 26 on high residual.

Stn 26 is boundary mark found on the ground from stn 25. Baseline computation indicated that this mark are part of good datum. So, can it due to NDCDB coordinate contribution?

GEODETIC TRANSFORMATION SYSTEM VERSION 4.0 -Software bug

2011-11-22T23:05:00.000-08:00

All the while I am using "GEODETIC TRANSFORMATION SYSTEM VERSION 4.0" to do datum transformation and never suspect any programming error in this software until couple a week ago.

My assistant processed this simple task. Later he passed the transformation data which I need to generate contour by using CDS software. Since we are using dongle for this GDTS40, I processed the data in CDS without checking the transformation data. I nearly completed my drawing and asked my assistant to draw a location plan with site indication based on google earth and extreem long/lat info.

"Ehhh.....why the shape is the other way round?" I got shock when my assistant pinpointed the shape to me. When this happen, we will start digging the survey data (something like post mortem). Check here and there...Finally, in my mind told me that observation data could not be mistake. Thus, I suspect the transformation program and toughly checked the parameter requested before we able to process the data. Everything is fine and the data look as below:-

Usually, I will just adopt the result for further processing because we are using licensed copy. You know what is the mistake of this transformation?

There is no minus sign on Northing and just ignore the minus sign, the shape similar with displayed in google earth.

Today I just no want to confirm the result by using other web-program by RNS UTILITIES & TOOLS.

Here, I confirmed that there is programming error in GEODETIC TRANSFORMATION SYSTEM VERSION 4.0. Please kindly check your work before pass to your client.

The Easy Way to Improve your English by Planter Mahbob Abdullah

2011-11-09T06:06:00.000-08:00

As mentioned by our former Prime Miniter Tun Dr Mahathir in his book "A Doctor in the house" under chapter 49 "The Multimedia Super Corridor" page 639-640. Tun emphasis the important of this international language. English has become the language of science and technology and of modern knowledge generally. Today, Giant China has apparently targeted having 200 million Chinese who will be fluent in English.

We understand that English is important skill especially to gain knowledge.However, many may find it difficult to do so including me. It is hard to know the grammar and how to use the words.

Mr. Mahbob Abdullah is an ex-planter and shared his experience to improve English language in The Planter Magazine of November 2011.

According to him, he liked to do a lot of reading such as comics and old news paper when he was young. Over time he could understand what writer wanted to tell him. The short sentences were most pleasant to read.

Subsequently, he started subscript magazines like Readers' Digest when he joined plantation. Vocabulary is vital language and he recommended "Word Power" by Norman Lewis. It did not matter if we forgot many words and recommend to use simple words. Mark Twain, who wrote Tom Sawyer, had said: "Don't use a five-dollar word when a fifty-cent word will do."

Try to making a speech/writing when you improve your English. Do not worry if your effort makes others laugh at you as this is no our mother tongue.

Language can not be improved by reading, writing and speaking. We do not need to big word to get the message across. Your style, simple and straight to the point!

Skill of Driving 4-Wheel Drive

2011-10-30T19:44:00.000-07:00

Driving of 4-wheel drive is fun if you know how to manage this vehicle. This kind of vehicle very suitable for rough area such in hilly and low land area.

Most of the states in Malaysia have high rainfall especially end of the year. Land surveyor still need to proceed routine task as usual when requested by client.

Field road condition in low land area will be as above during this unfavorable season. If you are no ready then the 4-wheel drive vehicle will be struck after downpour. Even our young driver has engaged the 4-wheel but lack of experience in driving in muddy area, we can not smoothly ahead to our destination.

We were luckily because one of the staff from this estate followed us to the site. Our friend from Karak went down and attempted to assist us.

There was a small stream before we struck. Instead of speeding crossing the culvert, the driver drove slowly and subsequently sank in muddy pot hole.

I engaged 4-wheel to 4L and tried to get rid of this area. The back tyres were spinning and the hole was getting deeper.

But the condition getting worst, our heavy "elephant" was slanting on one side when the wheel rotating.

The "elephant" was moving from the main track towards palm oil and totally could not function.

Finally, the tractor pulled us up and thousand of thanks especially this helpful karak's staff. I understood that he was no in good health condition but upon manager order, he accompanied us to the jungle border. I could not buy him a cup of tea tarik because he was really sick and the next day absent for the day.

One of the view after the muddy area.

Before ended the above situation, there are few factors to be considered:-

1. The tyres condition-i.e. check tyre tread
2. Experience in handling 4-wheel drive. When to use 4L & 4H?
3. Bring "cangkul" together as proposed by the manager, Mr Yap.
4. Ensure the 4-wheel are fully function.

Back to basic-concept of bathymetry survey

2011-10-05T11:00:00.000-07:00

Implementation of technology such as DGPS, echo sounding, digital tide gauge in hydro or bathymetry survey have many advantages presently. You need to know the basic concept of the system then you are able to start a hydro business. Everything is recorded digitally and you just follow the track of the alignment which guide by DGPS. Simple and able to complete in short period compare with land survey in land.

Why I say land part is difficult than sea? First, I can say the coverage per hour or per day. Land surveyor can not walk a few km in a day but ship/boat able to travel by nautical. The best part, you can enjoy fishing while you are doing the hydro/bathymetry survey.

Since the raw data are digitally recorded then the error possibility is minimum compare with jotted down the data by manual.

Understanding the concept of hydro/bathymetry survey is vital especially those young surveyor. Vertical control is the main part in hydro or bathymetry survey. If the vertical control no well done then the whole project will be in trouble even you have high tech instruments as I mentioned early.

Basically, please ensure the tide gauge reading has been started before any hydro campaign. Tide gauge reading is a method to give the correction to hydro campaign on certain time (Tn). Conversional method is put a staff at jetty with a known value of TBM and monitoring the tide reading in a certain interval period. However, there is a digital tide gauge available presently. Just leave the stuff at jetty but ensure a few items:-

a. The height of digital tide gauge from TBM. It is advisable to do a marking just in case wrongly measure which happened to me recently.

b. Fasten the digital tide gauge firmly

c. Security. Perhaps pay somebody at jetty to look after the “important” correction. Why I say it is important correction? Without these correction data, the hydro or bathymetry campaign is useless.

Once the above settle then we can peacefully start our sea mission which I just described by above diagram.

The formula the determine seabed in land survey datum as below:-

a. H1 = TBM (jetty) to Digital tide gauge

b. H2 = Sea water surface on Xn time to Digital tide gauge

c. H3 = Depth of transducer

d. H4 = Depth of Sounding on Xn time

e. Depth of seabed in vertical land survey datum = TBM – H1 + H2 – H3 – H4

It is a simple mathematic but just a slightly misunderstanding of the concept. All the people will crack their head and one of them is me.

Computation of missing line in land survey

2011-10-05T01:37:00.000-07:00

Currently F2F system (tablet PC or PDA) enables the field surveyor to look for boundary mark just by clicking a few buttons. If you are using survey calculator then you just key in the bearing and distance, the built-in survey program will display the answer just a few second. This is the advantage of using Hi-tech machine in land survey. You can easily get a program calculator below RM600 in the market. Most of them has built-in survey program.

If you want to program yourself then you must know the basic concept. Formerly, when I was in university and I need to compute the missing line manually. Luckily my time the scientific calculator was available; else I need to refer to mathematic log book to search for sin and cos data.

I still remember I learned in 2nd year for this topic in survey adjustment subject. What are bearing, distance, latit and dipat?

Just to refresh what is latit & dipat in formula as below:-

Latit is cos (bearing) @ distance (in meter).

Dipat is sin (bearing) @ distance (in meter).

Latit refer to northing and dipat refer to easting in land survey.

During the university, we were provided a sheet as below info

a. station

b. bearing

c. Distance

d. Latit (There are 2 columns: North and South. The latit will be in north column If the latit is positive, else in south)

e. dipat (Similar with latit, there are 2 columns : East and west. The positive in easting, else in west)

Example:

Note : The figure 14.081 on the North column to balance the total amount.

After that, do you still remember we learn in secondary school regarding quadrants

Definition of Quadrants

• The x- and y- axes divide the coordinate plane into four regions. These regions are called the quadrants.

Please google http://www.worsleyschool.net/science/files/cast/castdiagram.html for quadrants info.

I proceed with the computation as below:-

Distance computation is √((14.081)^2 + (221.553)^2) = 222.000

Bearing:-

Tan Ø = 221.553/14.081

Ø = 86° 21’ 48”

Since the latit in north and dipat in west, we chose the 4th quadrant, thus

Bearing 7-3 is 360 – Ø = 273° 38’ 11”

Hope you understand, my friend.