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CADASTRE SURVEY (SGHU 2313)

WEEK 3-METHOHS IN CADASTRAL SURVEY

SR DR. TAN LIAT CHOON07-5530844

016-4975551

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OUTLINE

• Kaedah Ukur Kadastral

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KAEDAH PENGUKURAN

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• Ukuran terabas berkonsepkan ‘whole-to-part’

• Ukuran mengikut arah pusingan jam

• Ukuran hendaklah dilakukan dalam bentuk terabas tertutup

• Perlu membuat Semakan Harian

• Differential Field Test

• Kiraan bering dan jarak

Perlaksanaan Kerjaluar

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• Kesempurnaan di dalam satu-satu kerja ukur adalahmembuat pengukuran keliling dahulu dan kemudiannyapengukuran di bahagian-bahagian dalam.

• Bertujuan untuk meminimakan selisihan lelurus danselisihan sudut.

Terabas Berkonsep ‘Whole To Part”

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• Terabas tertutup boleh bermula dan berakhir pada titikyang sama.

• Memudahkan pengukur mengesan kesilapan bearing danjarak yang dicerap.

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Terabas Tertutup

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• Terabas tertutup boleh juga bermula daripada titik yangdiketahui dan berakhir pada titik lain yang diketahuinilainya.

STN TRIANGULASI STN TRIANGULASI

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Terabas Tertutup

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• Terabas terbuka merupakan ukuran terhadap beberapagarisan yang bersambungan yang mana kerja pengukurantidak ditutup pada stesen permulaan.

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Terabas Terbuka

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Teknik Trabas : 1-2-3-4-5-6-8-10-13-14-1Teknik Radiasi : 5-7, 6-9, 8-11, 8-12, 13-15, 14-16, 14-17 & 1-18

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Terabas Tertutup

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Dilaksanakan pada setiap kali hendak memulakan kerjaharian, pengukur hendaklah mengukur semula jarak garisanyang diukur pada hari sebelumnya. Pengukuran ini dianggapsebagai ujian alat sahaja. Jika perbezaannya melebihi had0.010m, pengukur hendaklah menjalankan ‘differential fieldtest’. Jika masih melebihi had 0.010m maka Ujian Kalibrasiperlu dijalankan.

Semakan Harian

Semakan Harian

i. Semakan harian hendaklah dibuat setiap hari sebelummenyambung kerja-kerja ukuran bagi memastikan alatberada dalam keadaan baik.

ii. Perbezaan di antara jarak diukur berbanding cerapan harisebelumnya hendaklah tidak melebihi 10 milimeter.

iii. Bagi alat GNSS, semakan harian hendaklah dibuat juga.

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Dilaksanakan apabila memulakan kerja ukur baru dan jikasemakan harian melebihi had 0.010 m, maka pengukurhendaklah menjalankan ‘differential field test’ ke atas edmyang digunakannya. ini adalah perlu untuk mempastikanbahawa alat tersebut masih berada dalam keadaan baik.

Differential Field Test (DFT)

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Differential Field Test (DFT)

i. Differential Field Test hendaklah dijalankan setiap kalimemulakan kerja baru.

ii. Bagi kerja yang bermula dengan menggunakan dua (2) tandaCadastral Reference Mark yang saling nampak, Differential FieldTest hendaklah dibuat di atas garisan yang menyambungkankedua-dua tanda Cadastral Reference Mark tersebut.

iii. Sekiranya wujud perbezaan jarak di antara cerapan terusmenggunakan Total Station berbanding hasil kiraan dua (2) tandaCadastral Reference Mark, jarak hasil kiraan dua tanda CadastralReference Mark hendaklah digunapakai sebagai jarak muktamadgarisan tersebut. Had perbezaan yang dibenarkan adalah tidakmelebihi 0.020 meter. 14

Differential Field Test (DFT)

iv. Bagi perbezaan melebihi had 0.020 meter, tindakanberikut hendaklah diambil jika:

(a) Differential Field Test berada dalam had 0.010 meter,penentuan Cadastral Reference Mark perlu dilakukansemula.

(b) Differential Field Test tidak berada dalam had, alat totalstation tersebut perlu dibuat kalibrasi.

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• Tanamkan piket ‘A’ dan ‘B’ dengan jarak tidak kurang daripada 50 m

A (pkt) 50 m B (PKT)

• Pasangkan Total Station di ‘A’ dan Prism di ‘B’

• Ukur Jarak ‘A’ ke ‘B’

• Tanam Pkt di ‘C’ lebih kurang dipertengahan garisan ‘AB’

A (pkt) 24m C (Pkt) 26m B (Pkt)

• Alihkan Total Station di C dan pasangkan Prism di A dan B

• Ukur jarak CA dan CB

• Jarak AB hendaklah dibandingkan dengan jumlah jarak ‘CA’ +’ CB’

• Jika didapati jarak melebihi 10 mm, alat yang diuji tidak boleh digunakan, ianyahendaklah dibuat ujian Tentukur atau Kalibrasi

Kaedah Differential Field Test (DFT)

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Cerapan :1. Bearing2. Jarak

Media Rekod :1. Buku kerjaluar (Digital)

2. Kad elektronik (Data transfer via JUPEM2U Online)

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Cerapan Sudut, Bearing & Jarak

Cerapan Sudut, Bearing & Jarak

Setiap ukuran bolehlah bermula sama ada daripadabearing anggaran, bearing kompas prismatik, bearingcerapan matahari atau nilai-nilai lama dari Surihan Kerjaluaratau Pelan Pra-hitungan.

Ukuran juga bolehlah bermula dari sekurang-kurangnyadua (2) stesen Cadastral Reference Mark yang berada dalamkeadaan baik serta merentasi kawasan ukuran.

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Cerapan Sudut, Bearing & Jarak

Bagi kerja ukuran di kawasan-kawasan berikut hendaklahbermula dengan sekurang-kurangnya dua (2) tandaCadastral Reference Mark serta perlu diikat kepada satutanda lama atau satu lagi tanda Cadastral Reference Markyang merentasi kawasan ukuran:

i. Kawasan tersebut tidak mempunyai NDCDB;ii. Kawasan tersebut terdiri daripada ukuran kelas 3 atauukuran demarkasi; daniii. Kawasan tersebut merupakan kawasan yang tidakterlibat dengan proses recoordination dan repopulation(R&R) yang telah dilakukan oleh pihak JUPEM.

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Cerapan Sudut, Bearing & Jarak

Cerapan bearing atau sudut mendatar bagi setiap ukuranhendaklah dibuat pada dua (2) penyilang iaitu penyilang kiridan penyilang kanan dengan cerapan penyilang kirididahulukan.

Cerapan bearing atau sudut mendatar hendaklahdirekodkan kepada 01” terhampir.

Perbezaan di antara bacaan penyilang kiri dan bacaanpenyilang kanan hendaklah tidak melebihi 20”. Jika melebihihad tersebut, cerapan semula perlu dilakukan.

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Cerapan Sudut, Bearing & Jarak

Cerapan sudut pugak pertama pada setiap harihendaklah dibaca di kedua-dua penyilang dan direkodkankepada 01” terhampir. Perbezaan di antara bacaan kedua-dua penyilang hendaklah tidak melebihi 01’. Jika melebihihad tersebut, cerapan semula perlu dilakukan.

Jarak garisan yang digunakan untuk membawa bearingke hadapan hendaklah bersesuaian dengan keperluan dankeupayaan alat serta boleh menjamin kejituan cerapanbearing bagi sesuatu ukuran.

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Cerapan Sudut, Bearing & Jarak

Cerapan jarak sempadan seboleh-bolehnya hendaklahdibuat secara terus sama ada secara mendatar atau jarakcerun, tetapi jarak muktamad mestilah merupakan jarakmendatar.

Cerapan jarak hendaklah dibaca pada kedua-duapenyilang dan direkodkan kepada 0.001 meter terhampir dimana perbezaan yang dibenarkan adalah tidak melebihi0.005 meter.

Cerapan jarak hendaklah menggunakan peralatan danperisian yang membolehkannya direkod secara automatik.Sebarang kemasukan data secara manual (key-in) adalahdilarang sama sekali.

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Cerapan Sudut, Bearing & Jarak

Bagi ukuran di kawasan tinggi dan melibatkan garisanpanjang, pembetulan bagi nilai ketinggian atas aras laut min,pembiasan dan kelengkungan bumi hendaklah dihitung kepada0.001 meter terhampir :

(B-L) = BH (R+H)

Di mana :R = Jejari SferoidH = Ketinggian dan Aras Laut MinB = Jarak terlarasL = Jarak atas SferoidB- L = Jarak muktamad

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Semakan Sudut dan Jarak Semakan sudut dan jarak kepada tanda sempadan perlu dilakukanbagi garisan sempadan dan garisan sambungan yang tergantung(hanging) kecuali terdapat nilai-nilai ukuran lama yang mencukupi bagimembuktikan kedudukan tanda sempadan berkenaan berada dalamkeadaan asal. Semakan sudut bagi garisan tergantung adalah memadaidibuat pada satu penyilang berdasarkan rujukan bearing yangberlainan, dengan had perbezaan bearing semakan berbanding nilaicerapan, tidak melebihi 01’.

Ofset cerapan jarak kepada kedudukan tanam pastian atau gantiantanda sempadan hendaklah dilakukan seberapa dekat yang boleh dankedudukan stesen terabas, dan sewajarnya tidak melebihi 20 meter.

Semua ukur jarak garisan perlu disemak sama ada secara cerapanberperingkat (part by part) atau dengan mengubah sudut pugak ataupun dibuat mengikut arah bertentangan. 24

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1. Stesen yang diduduki alat (1, 2, 3, 4, 5,……)2. Bering garisan sempadan atau trabas (1 - 2, 2 - 3,….)3. Jarak sempadan atau trabas (1 - 2, 2 - 3,….)

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Apa yang Direkod?

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1.Bering

Bering hadapan dibaca dan direkod melalui bacaan di penyilang kiri dan di penyilang kanan

Bacaan jarak mendatar di baca dan di rekod semasa bacaan di penyilang kiri

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2. Jarak

Contoh Cerapan Data

Ukuran Ofset

Ukuran ofset, di mana perlu, hendaklah dibuat untukmembolehkan butiran kekal ditunjukkan di atas Pelan Akui (PA)dan bagi menambah maklumat di dalam lapisan GIS LayerManagement System (GLMS), mengikut pendekatan-pendekatan berikut:

i. bagi laluan yang sedia ada di atas tanah, ukuran ofsethendaklah diambil pada bahagian kiri dan kanan laluan tersebutselagi ianya melibatkan lot yang diukur;

ii. bagi halangan yang berdekatan dengan tanda rujukan untukposisi tiada tanda, ukuran ofset perlu diambil cukup sekadaruntuk membuktikan halangan tersebut menyebabkan posisitiada tanda terpaksa dibuat; 27

Ukuran Ofset

iii. untuk bangunan atau sebarang binaan kekal yang berada didalam lot, ukuran ofset perlu diambil mengikut bentuk bangunanatau struktur binaan kekal yang berkenaan;

iv. ofset yang diambil hendaklah dinyatakan;

v. butiran-butiran kekal lain yang perlu diambil ofsetnyatermasuklah sungai, tasik, laluan sistem pengangkutan ataulaluan talian hantaran elektrik dan menara yang terdapatberhampiran dengan garisan ukuran; dan

vi. ofset terhadap butiran yang berbentuk ‘arc’ hendaklahdiambil sekurang-kurangnya pada setiap jarak 2 meter agarbentuk ‘arch’ tersebut dapat diplotkan. 28

Ukuran Ofset

Ukuran ofset kepada butiran semulajadi atau buatanhendaklah diambil dengan kaedah cerapan bearing danjarak sahaja dan, memadai dibuat pada satu (1) penyilangsahaja kepada 01’ terhampir.

Moss Genio Code bagi ofset butiran tersebut hendaklahmengikut Malaysian Standard Geographic Information/Geomatic, MS 1759 : 2004 (Feature and attribute codes).

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Kaedah Untuk Menanam Tanda Sempadan Baru

i. Tanda sempadan baru hendaklah ditanam seberapa hampiryang boleh dari kedudukan stesen terabas dan sewajarnya tidakmelebihi 300 meter berdasarkan kepada koordinat yang telahditetapkan dalam pelan pra hitungan atau dalam pelan surihankerjaluar.

ii. Kaedah melalui GNSS boleh juga digunakan untuk menanamtanda sempadan baru berdasarkan kepada koordinat yang telahditetapkan dalam pelan pra hitungan atau dalam pelan surihankerjaluar.

iii. Sebarang perbezaan bentuk atau luas yang melebihi daripadahad yang dibenarkan, persetujuan daripada Pentadbir TanahDaerah hendaklah diperolehi terlebih dahulu.

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Kaedah Penandaan Batu Sempadan

i. Pemasangan tanda sempadan hendaklah ditanamsebelum atau semasa ukuran dijalankan denganmenggunakan tanda-tanda sempadan mengikut kaedahyang ditetapkan oleh Jabatan.

ii. Pemasangan tanda sempadan di atas permukaan lainhendaklah dibuat dengan jelas, kemas dan kekal di dalamtanah dan bahagian atasnya hendaklah berada padaketinggian tidak melebihi lapan (8) sentimeter di ataspermukaan tanah.

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Kaedah Penandaan Batu Sempadan

iii. Tanda atas garisan (on-line)

(a) Jika tanda sempadan baru perlu ditanam di atas garisan lama,memadai tanda-tanda sempadan tersebut ditanam berdasarkankepada koordinat yang telah ditetapkan dalam pelan prahitungan atau dalam pelan surihan kerjaluar atau koordinat asal(NDCDB).

(b) Bearing dan jarak antara tanda sempadan atas garisantersebut diperolehi daripada kiraan oleh sistem.

(c) Had perbezaan bearing baru yang dikira berbanding nilai asalhendaklah tidak melebihi 20’’.

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Kaedah Penandaan Batu Sempadan

iv. Tiada Tanda (T.T.)

Jika kedudukan sempadan berada di lokasi yang tidak bolehditandakan, kaedah Tiada Tanda (T.T.) hendaklah digunakanseperti berikut:

(a) Tanda-tanda rujukan kekal hendaklah ditanam bagimembolehkan kedudukan tanda sempadan yang sebenarditentukan; dan

(b) Tanda-tanda rujukan kekal tersebut hendaklah ditanam diatas garisan yang membentuk persilangan sempadan-sempadanberkenaan, seberapa hampir kepada butiran penghalang.

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Kaedah Tiada Tanda (TT) dan Tanda Rujukan (TR)

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Kaedah Penandaan Batu Sempadan

v. Jarak antara tanda sempadan

(a) Tanda-tanda di atas sempadan lurus hendaklah ditanampada sela yang tidak melebihi 300 meter jika tanda-tandatersebut saling nampak atau pada sela tidak melebihi 200meter jika tidak saling nampak.

(b) Garisan-garisan sempadan mengikut lengkunghendaklah ditandakan di hujung perentas supaya jaraknormal dari lengkung tersebut ke garisan perentas tidakmelebihi 0.2 meter.

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Kaedah Penandaan Cadastral Reference Mark (CRM)

Ukuran kadaster boleh dilakukan dengan membuat ikatankepada stesen Cadastral Reference Mark atau tanda sempadanlama yang telah disahkan berkedudukan asal. Terabas hendaklahditutup kepada stesen Cadastral Reference Mark berdekatanatau tanda-tanda lama yang disahkan di dalam kedudukan asaltidak melebihi 25 stesen atau kawalan bearing dilakukan dengancerapan astronomi.

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Kaedah Penandaan Cadastral Reference Mark (CRM)

Bagi kawasan pembangunan baru iaitu kawasanpembangunan perumahan dan komersial, stesen CadastralReference Mark dengan grid maksimum bersela 500 meterx 500 meter atau stesen Cadastral Reference Mark sediaada perlulah diwujudkan bagi tujuan kawalan kepadaterabas.

i. Bagi memudahkan pasukan kerjaluar menjalankan kerjapengukuran, Cadastral Reference Mark hendaklahditandakan terlebih dahulu sebelum pasukan kerjaluar pergimenjalankan kerja pengukuran di lapangan.

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Kaedah Penandaan Cadastral Reference Mark (CRM)

ii. Bilangan tanda Cadastral Reference Mark hendaklahmengikut seperti mana yang dinyatakan dalam datumukuran.

iii. Cadastral Reference Mark ini juga hendaklah ditandakanberhampiran dengan kawasan atau lot yang hendak diukurdan penandaan kedua-dua tanda Cadastral Reference Markini seboleh-bolehnya merentasi lot yang hendak diukur.

iv. Nombor siri tanda Cadastral Reference Mark adalahdijana oleh sistem yang dibangunkan dan berdasarkannombor fail ukur.

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Kaedah Penandaan Cadastral Reference Mark (CRM)

v. Ciri-ciri lain yang perlu diberikan perhatian ketikamenentukan lokasi pemilihan tanda CRM adalah:

(a) Cut off angle di sekeliling kawasan tanda CadastralReference Mark hendaklah sekurang-kurangnya 15o;(b) Punca-punca yang memberi kesan gangguan kepadapenerimaan gelombang satelit seperti pencawang letrik,stesen radio, stesen radar dan stesen telekomunikasihendaklah dielakkan;

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Kaedah Penandaan Cadastral Reference Mark (CRM)

(c) Lokasi tanda Cadastral Reference Mark hendaklah jauh(tidak kurang daripada 50 meter) dari bahan yang bolehmenyebabkan pantulan gelombang satelit seperti bangunantinggi, dinding, bumbung besi dan kolam;(d) Tanda Cadastral Reference Mark hendaklah dibuat ditempat yang seberapa selamat yang boleh; dan(e) Permukaan tanah di sekitar tanda Cadastral ReferenceMark hendaklah stabil.

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Kedudukan Tanda CRM yang Sesuai

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• Pastikan alat disimpan berkeadaan baik.

• Pastikan tikaian maksimum memuaskan.

• Dapatkan nilai bering dan jarak muktamad untukhitungan luas dan koordinat serta memproses data untukpenyediaan pelotan.

Perancangan Selepas Kerjaluar

Tikaian Ukuran

i. Tikaian maksimum yang dibenarkan dalam ukuran kadasteradalah sebagaimana berikut:

(a) 15” √n di mana ”n” adalah bilangan stesen;

(b) bagi ukuran GNSS tikaian yang dibenarkan untuk sesuatugarisan adalah tidak melebihi 10 mm atau ketepatan relatif yangtidak melebihi daripada (a + bL) mm di mana a = 5 mm, b = 2ppm dan L adalah jarak garisan asas dalam kilometer; dan

(c) tikaian bagi ukuran aras stratum hendaklah tidak lebihdaripada 0.012√K meter, di mana “K” adalah jumlah jarak dalamkilometer.

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Tikaian Ukuran

ii. Tiada apa-apa dalam Pekeliling ini yang menghalang PengarahUkur daripada menggunakan budi bicaranya untuk menerimaukuran yang tikaiannya tidak menepati kehendak di atas denganalasan yang munasabah.

iii. Pemberat (Weightage)Sama ada sesuatu kerja itu boleh diterima oleh sistem jugabergantung kepada pemberat yang ditetapkan di dalam perisianpemprosesan. Pemberat yang ditetapkan adalah seperti berikut :(a) Bagi bearing, pemberat yang ditetapkan adalah 15 saat;(b) Bagi jarak, pemberat yang ditetapkan adalah 0.010 meter;dan(c) Bagi CRM held fixed, pemberat yang ditetapkan adalah 0.020meter bagi komponen utaraan dan timuran. 45

Perbezaan Keluasan yang Dibenarkan

Pegawai Ukur atau Juruukur Tanah Berlesen hendaklahmemaklumkan kepada Pengarah Ukur dan Pemetaan apa-apa perbezaan antara luas diukur dengan luas yangdiluluskan yang melebihi had. Jika terdapat perbezaanketara antara keluasan tersebut, Pengarah Ukur danPemetaan atau Juruukur Tanah Berlesen hendaklahmerujuk perkara tersebut kepada Pihak Berkuasa Negerimelalui Pentadbir Tanah.

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Perbezaan Keluasan yang Dibenarkan

Had penerimaan perbezaan keluasan yang diukurberbanding keluasan yang diluluskan oleh Pihak BerkuasaNegeri (PBN) adalah seperti berikut:

i. tidak melebihi 5 % bagi luas di bawah 40 hektar;

ii. tidak melebihi 2 hektar bagi luas antara 40 hektar dan200 hektar; dan

iii. tidak melebihi 1 % bagi luas melebihi 200 hektar.

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Perbezaan Keluasan yang Dibenarkan

Prosedur yang dinyatakan di atas tidak terpakai dalamkeadaan di mana lot yang diukur dilingkungi olehsempadan-sempadan lama.

Perbezaan yang melebihi had yang dinyatakan di atashendaklah dirujuk kepada Pihak Berkuasa Negeri melaluiPentadbir Tanah oleh Pengarah Ukur Dan Pemetaan Negeriatau Jurukut Tanah Berlesen, di mana berkaitan.

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• Perenggan/Penentuan titik sempadan ditandakansepenuhnya.

• Semakan maklumat cukup untuk membuat pelan PU dansebagainya.

Semakan Akhir

KIRAAN BERING DAN JARAK

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• Diberi dua garisan seperti berikut dan hitung nilai bering dan jarak bagi garisan 4 - 2.

2 - 3 : 98º 58’ 20” 58.259

3 - 4 : 121º 55’ 50” 42.520

Pengiraan Bering dan Jarak Daripada Nilai Latit / Dipat

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Stn Bering JarakLatit Dipat

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

2

3 98 58 20 58.259 9.086 57.546

4 121 55 50 42.520 22.488 36.086

2 ? ? 31.574 93.632

Jarak = √ (Beza Latit)2 + (Beza Dipat)2

Tan θ = ∆dipat/∆latit

Bearing = Tan-1 (Beza Dipat/ Beza Latit)

Formula Hitungan Bering dan Jarak

Untuk penentuan bering bagi satu garisan, sudut θ perlu dihitung terlebih dahulu.Sudut θ hendak digunakan berpandukan kepada nilai perbezaan latit (∆L) dan nilaiperbezaan dipat (∆D). Rujuk U/S dan T/B untuk menentukan sukuan.

Sukuan I Sukuan II

Sukuan III Sukuan IV

Formula Hitungan Bering dan Jarak

Jarak 4 -2 = √ (31.574)2 + (-93.632)2

= 98.812

Bering 4 – 2 = Tan-1 (- 93.632 / 31.574)

= -71º 21’ 55”

= 360° - 71º 21’ 55”

= 288° 38’ 05”

Formula Hitungan Bering dan Jarak

Tan θ = ∆D/∆LOleh itu,Bering AC = θ (bagi sukuan I)

= 180° - θ (bagi sukuan II)= 180° + θ (bagi sukuan III)= 360° - θ (bagi sukuan IV)

A

B

Latit

Dipat

U

T

U 2500

T 1100

U 2600

T 1200

Koordinat stesen A dan B diketahui seperti rajah di atas.

Bering dan Jarak Pengiraan Mendapatkan Bering dan Jarak Berdasarkan koordinat

Langkah 1 : Dapatkan nilai Latit dan Dipat

U 2600 – U 2500 = 100

T 1200 – T 1100 = 100

Langkah 2 : Dapatkan jarak antara 2 stesen

Jarak AB = √ ((100)2 + (100)2)

= √ 20000

= 141.421

Sambungan…

Bering dan Jarak Pengiraan Mendapatkan Bering dan Jarak Berdasarkan koordinat

Langkah 3 : Dapatkan Bering A-B

Tan = Latit / Dipat

= 100 / 100

= 45°

Bering garisan A-B = 90° - 45°

= 45° 00’ 00”

Sambungan…

Bering dan Jarak Pengiraan Mendapatkan Bering dan Jarak Berdasarkan koordinat

Kiraan Sikan Jalan atau Sungai (Sama Lebar)

You are given a task to set out a reserve road with both side widths of 15m.From the figure given below, please calculate the distance and azimuth of lineBD.

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B

A

D

C

15m

15m

AB = 55° 10’ 50” BC = 145° 10’ 50”

Kiraan Sikan Jalan atau Sungai(Sama Lebar)

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A

B

D C

15m

15m

AB = 55° 10’ 50” BC = 145° 10’ 50”

15m15m

Θ1 Θ2

x

CA

Kiraan Sikan Jalan atau Sungai(Sama Lebar)

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180° + 55° 10’ 50” = 235° 10’ 50” 235° 10’ 50” - 145° 10’ 50” = 90°

Because of the road reserve having the same width at both side

So:θ1 + θ2 = 90°90° / 2 = 45°

Therefore:Azimuth = 235° 10’ 50” - 45°

= 190° 10’ 50”

Therefore:sin 45° = 15 / xx = 15 / sin 45°x = BD = 21.213m

OrSin 45° = 15 / xx = 15 (Csc 45°)x = BD = 21.213m

Kiraan Sikan Jalan atau Sungai(Beza Lebar)

You are given a task to set out a reserve road with both side differencewidths, which are 100m and 50m. From the figure given below, pleasecalculate the distance and azimuth of line BD.

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A

BD

C

50m

BA = 87° 00’ 00” BC = 127° 00’ 00”

100m

Kiraan Sikan Jalan atau Sungai(Beza Lebar)

62

B

A

DC

50m

BA = 87° 00’ 00” AC = 127° 00’ 00”

100m

100m

50m

y

αβ

Contoh kiraan 1

Kiraan Sikan Jalan atau Sungai(Beza Lebar)

63

BA = 87°

AB = 87° + 180° = 267°

AC = 127°

CA = 127° + 180° = 307°

α + β = 267° - 127° = 140°

Therefore:

α = 140° - β

sin α = 100 / y

y = 100 / sin α

sin β = 50 / y

y = 50 / sin β

Using the formula sin (A-B) = sin A cos B – sin B cos A

Therefore:100/sin α = 50 / sin β 100 sin β = 50 [sin (140° - β)]

= 50 [sin 140° cos β – sin β cos 140°= 50 [0.642787609 con β – sin β (-

0.766044443)]= 32.13938045 cos β + 38.30222215 sin β

100 sin β - 38.30222215 sin β = 32.13938045 cos β 61.69777785 sin β = 32.13938045 cos β

Sin β / cos β = 32.13938045 / 61.69777785 tan β = 0.5209166337β = 27° 30’ 57”

Contoh kiraan 1

Kiraan Sikan Jalan atau Sungai(Beza Lebar)

64

So:α = 140° - 27° 30’ 57” = 112° 29” 03”

So:y = 100 / sin αy = 100 / sin 112° 29” 03”AD = 108.227m

Or:

y = 50 / sin βy = 50 / sin 27° 30’ 57”AD = 108.227m

Therefore:Azimuth AD = 267° - 112° 29” 03”

= 154° 30’ 57”

Contoh kiraan 1

Kiraan Sikan Jalan atau Sungai(Beza Lebar)

65

Contoh kiraan 2

B

A

D C

50m

BA = 87° 00’ 00”

AC = 127° 00’ 00”

100m y

β

θ

EF

GH

θ

Kiraan Sikan Jalan atau Sungai(Beza Lebar)

66

Dari segitiga sudut tepat ADG,Tan β = DG / AGTan β = 50 / AGAG = 50 (Cot β)

Dari segitiga sudut tepat HDG,Tan θ = DG / GHTan θ = 50 / GHGH = 50 (Cot θ)

Dari segitiga sudut tepat AFH,Sin θ = FH / AHSin θ = 100 / AHAH = 100 (Cot θ)

Diketahui AH = AG + GH

100 (Cot θ) = 50 (Cot β) + 50 (Cot θ)= 50 (Cot β + Cot θ)

100 (Cot θ) / 50 = Cot β + Cot θCot β = 100 (Cot θ) / 50 - Cot θ

Θ = Bering AE – bering AC= 127° - 87°= 40°

Contoh kiraan 2

Kiraan Sikan Jalan atau Sungai(Beza Lebar)

67

Dari formula Cot β = 100 (Csc 40°) / 50 – Cot 40°= 100 (1 / Sin 40°) / 50 – 1 / Tan 40°= 100 (1 / 0.6427876097) / 50 – 1 / 0.8390996312= 100 (1.555723827) / 50 – 1.191753593= 155.5723827 / 50 - 1.191753593= 3.111447654 - 1.191753593

Cot β = 1.9196940611 / Tan β = 1.919694061 / 1Tan β = 1 / 1.919694061Tan β = 0.5209163378

β = 27° 30’ 57”

Contoh kiraan 2

Bering AD = Bering AC + β= 127° + 27° 30’ 57”= 154° 30’ 57”

Dari segitiga AGDSin β = GD / DADA = GD (Csc β)DA = GD / Sin β

= 50 / Sin 27° 30’ 57”= 50 / 0.4619937155= 108.227m

CADASTRE SURVEY (SGHU 2313)

WEEK 3-METHOHS IN CADASTRAL SURVEY

SR DR. TAN LIAT CHOON07-5530844

016-4975551

68

OUTLINE

• Cadastral Survey Methods

69

SURVEY METHOD

70

71

• Concept of survey traverse should be ‘whole-to-part’

• Survey follow clockwise

• Survey should be in close traverse

• Should perform daily check

• Differential Field Test

• Bearing and distance calculation

Execution of Fieldwork

72

• A good survey work is to make the main survey loop andthen follow by sub-loop.

• To minimize the despersion in angle.

Concept Of Survey Traverse ‘Whole To Part’

73

• Closed traverse can start and end at the same known point.

• Easy for surveyor to detect the mistake in bearing anddistance measurement.

1

23 4

5

6

78

9

Closed Traverse

74

• Closed traverse can start from a known point and end inother known point.

Triangulation STN Triangulation STN

23 4

Closed Traverse

75

• Open traverse is traverse lines which do not close on thepoint of the beginning.

1

23

4

5

Open Traverse

6

1

4

2

13

14

16

8

12

3

18

9

5

Traverse Technique : 1-2-3-4-5-6-8-10-13-14-1Radiation Technique : 5-7, 6-9, 8-11, 8-12, 13-15, 14-16, 14-17 & 1-18

7

10

11

15

17

Closed Traverse

76

77

78

To be carried out at site, every starting of surveying work.The method is to re-measure the distance of lastmeasured line done yesterday. Survey work can becontinued if the distance is less than 10 mm otherwisethe DFT process should be carried out.

Daily Check

Daily Check

i. Daily check should be carried out daily before continuethe survey work to ensure the instrument is in goodcondition.

ii. The difference between the measured distancecompared to the previous day's observations shouldnot exceed 10 millimeters.

iii. For GNSS instrument, daily check should be made aswell.

79

To be carried out every time start a new survey work. DFT tobe carried out at site when daily check have a difference of10 mm each time start a new survey line. It is to checkwhether the instrument still in good condition to use.

Differential Field Test (DFT)

80

Differential Field Test (DFT)

i. Differential Field Test must be conducted every time whenstart a new survey work.

ii. For survey work that start with two (2) visible CadastralReference Mark, Differential Field Test should be made onthe line that connects both Cadastral Reference Marks.

iii. If there is a difference between direct observation usingTotal Station versus the calculated result of two (2) CadastralReference Mark, the distance of the calculated two CadastralReference Marks shall be adopted as the ultimate distanceof the line. The permissible difference limit is not more than0.020 meters.

81

Differential Field Test (DFT)

iv. For differences above the limit of 0.020 meter, thefollowing action shall be taken if:

(A) Differential Field Test is within the limit of 0.010 meter,the Cadastral Reference Mark determination needs tobe resurvey.

(B) Differential Field Test is not within the limits, the totalstation must be calibrated.

82

• Plant peg A and B with distance not less than 50m

A (peg) 50 m B (Peg)

• Set up Total Station at peg A and Prism at peg B

• Measure distance A to B

• Plan peg C in the middle of line A and B

A (peg) 24m C (Peg) 26m B (Peg)

• Move Total Station to peg C and set up prism at A and B

• Measure distance CA and CB

• Compare distance AB with the total distance of CA + CB

• If it is found exceed 10 mm, the instrument shall not be used, it shall sent forcalibration test

Differential Field Test (DFT) Method

83

Observation :1. Bearing2. Distance

Record Media :1. Field Book (Digital)

2. Electrinic Card (Data transfer via JUPEM2U Online)

84

Angle, Bearing & Distance Observation

Angle, Bearing & Distance Observation

Each survey may start whether from an assume bearing,prismatic compass bearing, solar observation bearing orany old value from field sketch or pre-computation plan.

Survey also may start from at least two (2) CadastralReference Marks which located in good position andcrossing the surveyed area.

85

Angle, Bearing & Distance Observation

For any survey done in the area listed below may startwith at least two (2) Cadastral Reference Marks and need totie to old boundary mark or other Cadastral Boundary Markwhich cross the survey area :

i. Area without NDCDB;ii. Area still consist of 3rd class survey or demarcationsurvey; andiii. Area which not involve in re-coordination andrepopulation (R&R) process by JUPEM.

86

Angle, Bearing & Distance Observation

Horizontal bearing or angle observations of each surveyshall be made on two (2) circle i.e circle left and circle rightwith the left circle come first.

Horizontal bearing or angle observations shall berecorded to nearest 01”.

Difference between circle left and circle right readingshall not more than 20”. If exceeds the limit, re-observationis required.

87

Angle, Bearing & Distance Observation

The first vertical observation for each day should be readon both sides of the circle and recorded to nearest 01“. Thedifference between the readings of the two circles shall notexceed 01'. If it exceeds the limit, re-observation isrequired.

The distance of the line which used to carry the bearingforward shall be in accordance with the requirements andcapabilities of the instrument and shall ensure the accuracyof the bearing observed and measured.

88

Angle, Bearing & Distance Observation

Distance of boundary observation should beobserved direct whether horizontal or slope but finaldistance must be a horizontal distance.

Distance observation shall be read on both circle andrecorded to the nearest 0.001 meter where permissibledifference shall not exceed 0.005 meter.

Distance observation should use instrument andsoftware that allowed it to be recorded automatically.Key-in entry is strictly prohibited.

89

Angle, Bearing & Distance Observation

For measurements in high areas and involving long lines,correction for elevation values of mean sea level, refraction andcurvature of the earth shall be calculated to the nearest 0.001meter :

(B-L) = BH (R+H)

Where :R = Sferoid RadiusH = Height and mean sea level B = Adjusted distanceL = Distance on SferoidB- L = Final distance

90

Angle & Bearing Checking Angle and bearing checking on boundary marks should be done onhanging traverse line and connection line except those with enoughold values to proof the boundary mark is in good position. Anglechecking for hanging traverse line with single circle based on differencebearing with limits on the value of angle checking compare to originalobservation value not more than 01’.

Offset for distance measurement to refixation marks to be done ascloser possible and traverse station point not more than 20 meter.

All surveyed distance should be checked whether through part bypart observation or with difference vertical angle or from thedifference direction.

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1. Station of instrument set (1, 2, 3, 4, 5,……)2. Boundary line bearing or traverse (1 - 2, 2 - 3,….)3. Boundary distance or traverse (1 - 2, 2 - 3,….)

1 5

4

3

2

What to Record?

93

1.Bearing

Read and record Forwardbearing by circle left and circleright

Read and recordhorizontal distancewhen reading circle left

3

1

2

2. Distance

Data Observation Sample

Offset Survey

Offset survey , where necessary, shall be made to enable thedetails shown on the Certified Plan (PA) and to add theinformation in the GIS Layer Management System (GLMS), inaccordance with the following approaches:

i. for existing lines on the ground, the offset survey must betaken on the left and right of the path as long as it involves asurveyed lot;

ii. for barrier adjacent to the reference mark for no mark, theoffset survey should be just enough to prove the obstructioncauses the position had made no mark;

94

Offset Survey

iii. for building or any other permanent structure inside the lot,the offset survey must be taken in the form of buildings orstructures remain concerned;

iv. offsets taken to be specified;

v. Other details remain to be taken offset includes rivers, lakes,paths or routes of transport system of electric transmission lineand towers that are close to the survey line; and

vi. offset against the 'arc' should be taken at least every 2 metersin order to form the arch.

95

Offset Survey

The offset survey to the details of natural or artificial ofshould be taken with bearing and distance only and,appropriately made on one (1) circle only to the nearest 01‘.

Moss Genio Code for offset survey must follow theMalaysian Standard Geographic Information / Geomatic,MS 1759: 2004 (Feature and attribute codes).

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97

Methods To Plant New Boundary Mark

i. New boundary mark should be planted as nearly as may fromtraverse stations and should not exceed 300 meters based on thecoordinates set out in the pre computation plan or field surveyplan.

ii. Methods by GNSS can also be used to plant new boundarymarks based on the coordinates set out in the plan precomputation plan or of field survey plan.

iii. Any differences that excess of the permissible limit of area,the approval of the District Land Administrator shall be obtained.

98

Methods To Plant Boundary Mark

i. Boundary marks shall be planted before or during surveycarried out using boundary marks according to the methodprescribed by the Department.

ii. Boundary marks on the surface of another must beclearly plant, permanently in the ground and the tops shallbe at a height of not more than eight (8) inches aboveground level.

99

Methods To Plant Boundary Mark

iii. On-line mark

(a) If a new boundary mark need to plant on existing lines,adequate boundary mark can be planted by coordinates set outin the pre computation plan or field survey plan or NDCDBcoordinate.

(b) Bearing and distance between the on-line boundary marks isderived from system calculations.

(c) Limits of new calculated bearing compared to the originalvalue shall not exceed 20''.

100

Methods To Plant Boundary Mark

iv. No Mark (T.T.)

If the position of the boundary is in a location that can not beplant, No Mark (TT) shall be applied as follows:

(a) Permanent reference marks should be planted to enable theboundary mark to be planted in future; and

(b) Permanent reference should be planted on the line thatforms the crossing of boundary, as near to the object.

101

No Mark (TT) And Reference Mark (TR)

102

Methods To Plant Boundary Mark

v. Distance between the boundary

(a) The marks on the boundary line should be planted atintervals of not more than 300 meters away if marks visibleeach other or at intervals of not more than 200 meters ifthey are not visible.

(b) Boundaries lines shall be marked follow the curve at theend of the chord so normal distance from the curve to thechord line does not exceed 0.2 meters.

103

Methods To Plant Cadastral Reference Mark (CRM)

Cadastral surveys can be done by tie to the Cadastral ReferenceMark station or old boundary mark which proof in good position.Traverses should be closed to the adjacent Cadastral ReferenceMark station or old boundary mark which proof in good positionthat not more than 25 stations or with solar observations.

104

Methods To Plant Cadastral Reference Mark (CRM)

For new development residential and commercial areas, theCadastral Reference Mark station with a maximum gridinterval of 500 meters x 500 meters or existing CadastralReference Mark station must be created for the purposesof traverse control.

i. To facilitate the survey work, Cadastral Reference Mark tobe marked prior to field survey team went to work on field.

105

Methods To Plant Cadastral Reference Mark (CRM)

ii. Number of Cadastral Reference Mark shall be as stated inthe survey datum.

iii. Cadastral Reference Mark should also be marked near tothe area or lot to be measured and the marking of bothCadastral Reference Mark if possible, across the lot to besurveyed.

iv. Serial number of Cadastral Reference Mark is generatedby systems and based on the survey file number.

106

Methods To Plant Cadastral Reference Mark (CRM)

v. Other features to be considered when determining thelocation of CRM are:

(a) Cut off angle around the Cadastral Reference Mark mustbe at least 15°;

(b) The causes that affect interference to the reception ofsatellite waves as electrical substations, radio stations,radar stations and telecommunication stations should beavoided;

107

Methods To Plant Cadastral Reference Mark (CRM)

(c) Location Cadastral Reference Mark shall far away (notless than 50 meters) from material which may causereflections satellite waves such as tall buildings, walls, roofand an iron;

(d) Cadastral Reference Mark must be made in a place thatis as safe as possible; and

(e) Soil Surface around the Cadastral Reference Mark shouldbe stable.

108

Suitable Position For CRM

109

110

• Make sure instrument kept in good condition.

• Make sure misclosure is good.

• To get the final bearing and distance value for area andcoordinates calculation as well as for data process formapping.

Planning After Fieldwork

Allowance Misclosure

i. The maximum allowance misclosure in the cadastral survey isas follows:

(a) 15 "√n where " n“ is the number of stations;

(b) for GNSS, allowance misclosure for a line is not more than 10mm or relative accuracy of not more than (a + bl) mm where a =5 mm, b = 2 ppm and L is the base line distance in kilometres;and

(c) allowance misclosure for stratum shall be not more than0.012 √K meter, where "K" is the total distance in kilometres.

111

Allowance Misclosure

ii. Nothing in this Circular which prevents the Director of Surveyof discretion to accept allowance misclosure that does not meetthe above requirements with reasonable points.

iii. WeightageWhether a work can be accepted by the system also depends onthe Weightage set in the software. The weights assigned are asfollows:(a) For the bearing, Weightage set is 15 seconds;(b) For distances, Weightage set is 0.010 meters; and(c) For the CRM held fixed, Weightage fix is 0.020 meters fornorth and east component.

112

Dirrefences Of Area Allowed

Survey Officer or Licensed Land Surveyor shall inform theDirector of Survey and Mapping, any difference betweenthe surveyed area with an area exceeding the approvedlimit. If there are significant differences between the size,the Director of Survey and Mapping or Licensed LandSurveyor shall refer the matter to the State Authoritythrough the Land Administrator.

113

Dirrefences Of Area Allowed

Limit of area of the measured compared to the approvedby the State Authority (PBN) is as follows:

i. not exceed 5% of the area under 40 hectares;

ii. not more than 2 hectares of area between 40 hectaresand 200 hectares; and

iii. not exceeding 1% of area for over 200 hectares.

114

Dirrefences Of Area Allowed

The procedure described above shall not apply in caseswhere the lot is surveyed bounded by the old boundarymarks.

Differences that exceed the limits specified above shallbe referred to the State Authority through the LandAdministrator by the State Director of Survey and Mappingor Licensed Land Surveyor, where applicable.

115

116

• All boundary marks to be fixed properly.

• Info for checking enough to produce survey plan etc.

Final Checking

BEARING AND DISTANCE CALCULATION

117

118

• Given two line as follow and calculate value of bearing and distance for line 4 - 2.

2 - 3 : 98º 58’ 20” 58.259

3 - 4 : 121º 55’ 50” 42.520

Calculate Bearing And Distance From Latitude / Departure Value

119

Stn Bearing DistanceLatitude Departure

N (+) S (-) E (+) W (-)

2

3 98 58 20 58.259 9.086 57.546

4 121 55 50 42.520 22.488 36.086

2 ? ? 31.574 93.632

Distance = √ (Difference of Latitude)2 + (Difference of Departure)2

Tan θ = ∆Departure/∆LatitudeBearing = Tan-1 (Difference of Departure / Difference of Latitude)

Bearing And Distance Calculation Formula

For the determination of the bearing of a line, angle θ must be calculated first.The angle θ to be used is based on the value of the difference latitude (ΔL)and the value of the difference departure (ΔD). Refer to N/S and E/W toquadrant determination.

Quadrant I Quadrant II

Quadrant III Quadrant IV

Formula Hitungan Bering dan Jarak

Distance 4 -2 = √ (31.574)2 + (-93.632)2

= 98.812

Bearing 4 – 2 = Tan-1 (- 93.632 / 31.574)

= -71º 21’ 55”

= 360° - 71º 21’ 55”

= 288° 38’ 05”

Bearing And Distance Calculation Formula

Tan θ = ∆D/∆LTherefore,Baering AC = θ (for quadrant I)

= 180° - θ (for quadrant II)= 180° + θ (for quadrant III)= 360° - θ (for quadrant IV)

A

B

Latitude

Departure

U

T

N 2500

E 1100

N 2600

E 1200

Known coordinates station A and B as figure above.

Bearing And Distance Calculation For Obtain Bearing And Based On Coordinates

Step 1 : To obtain value Latitude and Departure

N 2600 – N 2500 = 100

E 1200 – E 1100 = 100

Step 2 : To obtain distance between 2 station

Distance AB = √ ((100)2 + (100)2)

= √ 20000

= 141.421

...Continue…

Bearing And Distance Calculation For Obtain Bearing And Based On Coordinates

Step 3 : To obtain bearing line A-B

Tan = Latitude / Departure

= 100 / 100

= 45°

Bearing line A-B = 90° - 45°

= 45° 00’ 00”

...Continue…

Bearing And Distance Calculation For Obtain Bearing And Based On Coordinates

Parallel Road or River Secant Calculation (Equal Width)

You are given a task to set out a reserve road with both side widths of 15m.From the figure given below, please calculate the distance and azimuth of lineBD.

125

B

A

D

C

15m

15m

AB = 55° 10’ 50” BC = 145° 10’ 50”

Parallel Road or River Secant Calculation (Equal Width)

126

A

B

D C

15m

15m

AB = 55° 10’ 50” BC = 145° 10’ 50”

15m15m

Θ1 Θ2

x

CA

Parallel Road or River Secant Calculation (Equal Width)

127

180° + 55° 10’ 50” = 235° 10’ 50” 235° 10’ 50” - 145° 10’ 50” = 90°

Because of the road reserve having the same width at both side

So:θ1 + θ2 = 90°90° / 2 = 45°

Therefore:Azimuth = 235° 10’ 50” - 45°

= 190° 10’ 50”

Therefore:sin 45° = 15 / xx = 15 / sin 45°x = BD = 21.213m

OrSin 45° = 15 / xx = 15 (Csc 45°)x = BD = 21.213m

Parallel Road or River Secant Calculation (Difference Width)

You are given a task to set out a reserve road with both side differencewidths, which are 100m and 50m. From the figure given below, pleasecalculate the distance and azimuth of line BD.

128

A

BD

C

50m

BA = 87° 00’ 00” BC = 127° 00’ 00”

100m

Parallel Road or River Secant Calculation (Difference Width)

129

B

A

DC

50m

BA = 87° 00’ 00” AC = 127° 00’ 00”

100m

100m

50m

y

αβ

Sample calculation 1

Parallel Road or River Secant Calculation (Difference Width)

130

BA = 87°

AB = 87° + 180° = 267°

AC = 127°

CA = 127° + 180° = 307°

α + β = 267° - 127° = 140°

Therefore:

α = 140° - β

sin α = 100 / y

y = 100 / sin α

sin β = 50 / y

y = 50 / sin β

Using the formula sin (A-B) = sin A cos B – sin B cos A

Therefore:100/sin α = 50 / sin β 100 sin β = 50 [sin (140° - β)]

= 50 [sin 140° cos β – sin β cos 140°= 50 [0.642787609 con β – sin β (-

0.766044443)]= 32.13938045 cos β + 38.30222215 sin β

100 sin β - 38.30222215 sin β = 32.13938045 cos β 61.69777785 sin β = 32.13938045 cos β

Sin β / cos β = 32.13938045 / 61.69777785 tan β = 0.5209166337β = 27° 30’ 57”

Sample calculation 1

Parallel Road or River Secant Calculation (Difference Width)

131

So:α = 140° - 27° 30’ 57” = 112° 29” 03”

So:y = 100 / sin αy = 100 / sin 112° 29” 03”AD = 108.227m

Or:

y = 50 / sin βy = 50 / sin 27° 30’ 57”AD = 108.227m

Therefore:Azimuth AD = 267° - 112° 29” 03”

= 154° 30’ 57”

Sample calculation 1

Parallel Road or River Secant Calculation (Difference Width)

132

Sample calculation 2

B

A

D C

50m

BA = 87° 00’ 00”

AC = 127° 00’ 00”

100m y

β

θ

EF

GH

θ

Parallel Road or River Secant Calculation (Difference Width)

133

From right triangle ADG,Tan β = DG / AGTan β = 50 / AGAG = 50 (Cot β)

From right triangle HDG,Tan θ = DG / GHTan θ = 50 / GHGH = 50 (Cot θ)

From right triangle AFH,Sin θ = FH / AHSin θ = 100 / AHAH = 100 (Cot θ)

Given AH = AG + GH

100 (Cot θ) = 50 (Cot β) + 50 (Cot θ)= 50 (Cot β + Cot θ)

100 (Cot θ) / 50 = Cot β + Cot θCot β = 100 (Cot θ) / 50 - Cot θ

Θ = Bearing AE – bearing AC= 127° - 87°= 40°

Sample calculation 2

Parallel Road or River Secant Calculation (Difference Width)

134

From formula Cot β = 100 (Csc 40°) / 50 – Cot 40°= 100 (1 / Sin 40°) / 50 – 1 / Tan 40°= 100 (1 / 0.6427876097) / 50 – 1 / 0.8390996312= 100 (1.555723827) / 50 – 1.191753593= 155.5723827 / 50 - 1.191753593= 3.111447654 - 1.191753593

Cot β = 1.9196940611 / Tan β = 1.919694061 / 1Tan β = 1 / 1.919694061Tan β = 0.5209163378

β = 27° 30’ 57”

Sample calculation 2

Bearing AD = Bearing AC + β= 127° + 27° 30’ 57”= 154° 30’ 57”

From right triangle AGDSin β = GD / DADA = GD (Csc β)DA = GD / Sin β

= 50 / Sin 27° 30’ 57”= 50 / 0.4619937155= 108.227m

T H A N K YO U

135