KETERANGAN HASIL PENELAAHAN DESAIN
Nomor: PTIT/KHPD/480/002/XI/2023
Keterangan Hasil Penelaahan Desain ini dikeluarkan oleh PT Indosentra Teknika berdasarkan:
1. Peraturan Menteri Energi Dan Sumber Daya Mineral Republik Indonesia No. 32 Tahun 2021.
2. PTIT-ENG-PD-480-002 Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas
Pantai NGLJ ke New PLEM-A SMP#3 (Main Production Line) dan Instalasi Pipa Penyalur Bawah Laut
24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4 (Main Lifting Line).
Dengan ini menerangkan bahwa:
DATA UMUM
Nama Pengguna Instalasi
PT Pertamina Hulu Energi Offshore North West Java
Pemilik Instalasi
PT Pertamina Hulu Energi Offshore North West Java
Nama Instalasi
Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ
ke New PLEM-A SMP#3 (Main Production Line) dan Instalasi Pipa
Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in
Spool di SPM#4 (Main Lifting Line).
seharusnya ada dua pipeline
a) 16" 42.691 BFPD
b) 24" 240.000 BOPD, operating
pressure 25-30 psig, 85 F
Jenis Instalasi
Pipa Penyalur Bawah Laut
Kondisi Instalasi
Modifikasi Instalasi Eksisting
Tekanan Desain
260 Psig
18,28 kg/cm2
Temperatur Desain
200°F
93,33°C
Kapasitas Instalasi
42.691 BFPD
Perizinan
Surat Persetujuan Lingkungan
NOMOR SK.1159/MENLHK/SETJEN/PLA.4/11/2021
Telah dilakukan Penelaahan Desain dengan Hasil Penelaahan Desain, sebagai berikut:
HASIL PENELAAHAN DESAIN
Lingkup Penelaahan Desain Pembangunan Instalasi Pipeline
Lingkup Penelaahan Desain
Arco Arjuna Phase-2, yaitu:
1. Riser 16” dan 16” Main Production Line dari NGLJ Platform
ke New PLEM-A SMP#3.
Halaman i dari viii
HASIL PENELAAHAN DESAIN
2. 24” Main Lifting Line Phase-2 dari New PLEM-B SPM#3 ke
Tie-in Spool di SPM#4.
3. New PLEM-A & New PLEM-B
Tahun dibuat /digunakan
2023/2024
Kapasitas Desain
42.691 BFPD
seharusnya ada dua pipeline
a) 16" 42.691 BFPD
b) 24" 240.000 BOPD
Daftar Kode Standar:
☒Sesuai dengan KEPMEN ESDM RI No. 1846K/18/MEM/2018
☐Sebagian tidak sesuai dengan KEPMEN ESDM RI No. 1846K/18/MEM/2018
1. UU No.1 tahun 1970, UU No.36 tahun 2009, UU No.3 tahun
1992, PP No.50 tahun 2012
Desain Manajemen Risiko
2. IEC 61882
3. ISO 14001:2015, ISO 9001:2015, ISO 45001, ISO 17776
4. HAZOP Guidewords dan HAZID Guidewords
1. ANSI/ISA-S5.1
Desain Proses
2. API RP 14E
3. ASME B31.3
4. ASME B31.4
1. ASME B31.4
2. API RP 1111
Desain Pipa Penyalur
3. DNV RP F109
4. DNV RP F105
5. DNV RP F103
Desain Piping
1. ASME B31.3
1. API 6DSS
Desain Instrumentasi
2. ISO 14723
3. API 6D
2. ISO 14313
1. API RP 2A WSD
Desain Struktur
2. ASTM dan API 5L
3. AISC/API RP 2A WSD
Halaman ii dari viii
add API 5L
HASIL PENELAAHAN DESAIN
Parameter Operasi dan Filosofi Desain
Parameter
Tekanan
design pressure sama 260 psig/
200F. Operasi
Desain
Kapasitas
seharusnya ada dua pipeline
a) 16" 42.691 BFPD
b) 24" 240.000 BOPD, operating
pressure 25-30 psig, 85 F
42.691 BFPD
38810 BFPD
260 Psig
18,3 kg/cm2
50 Psig (Max.)
3,5 kg/cm2
200°F
93,3°C
85°F
29,4°C
Temperatur
Instalasi Pipeline Arco Arjuna akan dipasang dalam 2 tahap.
Phase-2 meliputi pemasangan:
1. Riser 16” dan 16” Main Production Line dari NGLJ Platform
Filosofi
ke New PLEM-A SMP#3.
2. 24” Main Lifting Line Phase-2 dari New PLEM-B SPM#3 ke
Tie-in Spool di SPM#4.
3. New PLEM-A & New PLEM-B
Daftar dan Spesifikasi Peralatan
Pipa Penyalur
Carbon Steel
16” Main Production Line dari NGLJ Platform ke New PLEM-A
SPM#3
Pipeline Data Sheet
Deskripsi
1
Content
Crude Oil
2
Data spesifikasi pipa
a
Spesifikasi material
API 5L Grade
X52 PSL2, HFW
3
b
Panjang
(m)
888
c
NPS
(in)
16
d
Thickness
(mm)
12,7
Psig
260
Parameter
a
Design pressure
b
Design temperature
c
Max. Operating pressure
d
Operating temperature
e
Hydrotest pressure
Halaman iii dari viii
0
F
200
Psig
50
0
F
85
Psig
325
851m
HASIL PENELAAHAN DESAIN
4
Informasi tambahan
a
Tipe konstruksi
Under Water
24” Main Lifting Line Phase-2 dari New PLEM-B SPM#3 ke Tie-in
Spool SPM#4
Pipeline Data Sheet
Deskripsi
1
Content
Crude Oil
2
Data spesifikasi pipa
a
Spesifikasi material
API 5L Grade
X52 PSL2, HFW
3
b
Panjang
(m)
778
c
NPS
(in)
24
d
Thickness
(mm)
14,3
Parameter
4
a
Design pressure
Psig
260
b
Design temperature
0
F
200
c
Max. Operating pressure
Psig
50
d
Operating temperature
0
F
85
e
Hydrotest pressure
Psig
325
Informasi tambahan
a
Piping
716m
Tipe konstruksi
16” NGLJ Platform
Parameter
Line
Design Pressure
Under Water
Unit
-
Value
PL-116-A-16”
psi
260
F
200
Nominal Pipe Size
inch
16
Wall Thickness
mm
9,53
Design Temperature
Material
12” NGLJ Platform
Halaman iv dari viii
-
ASTM A106 Gr. B
HASIL PENELAAHAN DESAIN
Parameter
Unit
Line
-
Design Pressure
PL-XXX-A-12”
psi
260
F
200
Nominal Pipe Size
inch
12
Wall Thickness
mm
9,53
Design Temperature
Material
-
8” NGLJ Platform
Parameter
ASTM A106 Gr. B
Unit
Line
Value
-
Design Pressure
Design Temperature
PL-XXX-A-8”
psi
260
F
200
Nominal Pipe Size
inch
8
Wall Thickness
mm
8,18
Material
Instrumentasi
Value
-
ASTM A106 Gr. B
- Manual Valve di New PLEM-A dan New PLEM-B
No.
Item
Size
Rating
1.
Subsea Ball Valve
16”
ANSI 150#
2.
Subsea Ball Valve
24”
ANSI 150#
Size
Rating
- Manual Valve di NGLJ Platform
No.
Pekerjaan Sipil
Item
1.
Ball Valve
16”
ANSI 150#
2.
Ball Valve
12”
ANSI 150#
3.
Ball Valve
8”
ANSI 150#
Spesifikasi Struktur Baja
No.
1.
Item
Semua tubular < 16 in
OD
Halaman v dari viii
Spesifikasi
Yield Stress
Material
(MPa)
API 5L Gr B
248
HASIL PENELAAHAN DESAIN
2.
Semua tubular ≥ 16 in
OD
ASTM A36
248
3.
Semua plat
ASTM A36
248
4.
Clamp Tubular
ASTM A36
248
5.
Bolt
ASTM A193 B7
500
6.
Nuts
ASTM A194 2H
500
Program Mitigasi Risiko
Program Mitigasi Risiko pada Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ
ke New PLEM-A SMP#3 (Main Production Line) dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2
dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4 (Main Lifting Line) telah dijabarkan di Bab 4 pada
Laporan Penelaahan Desain dengan nomor dokumen PTIT-ENG-PD-480-002. Dokumen acuan untuk
penelaahan Program Mitigasi Risiko yaitu sebagai berikut:
- A8-008/PHE04000/2022-S9
Sistem Manajemen HSSE Subholding Upstream
- AA-QTKO-0001
TKO Emergency Response Plan di FSP Arco Arjuna
- CP-NGLJ-M-EQL-5001
Equipment Layout Modification Cellar Deck “NGLJ” Platform
- CP-NGLJ-P-SEE-6000
Fire Safety Equipment and Escape Route Layout Main Deck
“NGLJ” Platform
- CP-NGLJ-P-SEE-6001
Fire Safety Equipment and Escape Route Layout Cellar Deck
“NGLJ” Platform
- PHEONWJ-Q-PRC-0005
Mapping Fire Extinguisher
- CP-O-RPT-2110
HAZARD & OPERABILITY (HAZOP) Study for Proyek Sistem Pipa
Terminal FSO – Arco Arjuna Fase-1 and Fase-2
- CP-O-RPT-2111
HAZARD & IDENTIFY (HAZID) Study for Proyek Sistem Pipa
Terminal FSO – Arco Arjuna Fase-1 and Fase-2
Sistem Proteksi Keselamatan
Shutdown System
- Unit Shutdown
- Process Shutdown
- Emergency Shutdown
Safety Devices
- Subsea Ball Valve
- Ball Valve (16A2R, 12A2R dan 8A2R)
Halaman vi dari viii
HASIL PENELAAHAN DESAIN
Sistem Pengelolaan dan Pemantauan Lingkungan
Berdasarkan Rencana Pengelolaan Lingkungan Hidup (RKL) dan Rencana Pemantauan Lingkungan
Hidup, yang tertuang dalam Surat Kelayakan Lingkungan Hidup No. SK.1159/MENLHK/SETJEN
/PLA.4/11/2021, tentang Kelayakan Lingkungan Hidup Rencana Reaktifasi Terminal/Tanker PAPA
Pengembangan Lapangan Minyak dan Gas Bumi di Blok ONWJ di Lepas Pantai Utara Provinsi Jawa Barat
dan DKI Jakarta oleh PHE ONWJ yaitu sebagai berikut:
1. Tahap Pra-konstruksi, dampak yang ditimbulkan yaitu Pengurangan alat penangkapan ikan.
2. Tahap Konstruksi, dampak yang ditimbulkan yaitu berkurangnya daerah penangkapan ikan,
penurunan kualitas air laut, gangguan terhadap plankton, gangguan terhadap benthos,
perubahan kualitas sedimen.
3. Tahap Operasi, dampak yang ditimbulkan yaitu penurunan kualitas udara, penurunan kualitas
air laut, gangguan terhadap plankton, gangguan terhadap benthos, berkurangnya area
penangkapan ikan.
4. Tahap pasca operasi, dampak yang ditimbulkan yaitu penurunan kualitas air, pemulihan
aktivitas pelayaran, pemulihan lahan.
Rincian Komitmen Tingkat Komponen dalam Negeri
Batasan Minimal TKDN
55%
Persetujuan Lingkungan atau Surat Pernyataan Pengelolaan Lingkungan Hidup
Surat Kelayakan Lingkungan Hidup No. SK.1159/MENLHK/SETJEN/PLA.4/11/2021
Kelayakan Lingkungan Hidup Rencana Reaktifasi Terminal/Tanker PAPA Pengembangan Lapangan
Minyak dan Gas Bumi di Blok ONWJ di Lepas Pantai Utara Provinsi Jawa Barat dan DKI Jakarta oleh
PHE ONWJ
Umur Layan Desain
20 tahun
Berdasarkan hasil Penelaahan Desain yang telah dilakukan oleh PT Indosentra Teknika :
1. PT Indosentra Teknika menyatakan bahwa Instalasi telah didesain memenuhi persyaratan regulasi
pemerintah dan referensi yang berlaku dengan beberapa catatan / rekomendasi yang tercantum
pada Laporan Penelaahan Desain PTIT-ENG-PD-480-002, yaitu sebagai berikut:
a. Menambahkan informasi laju alir pada dokumen desain basis.
Halaman vii dari viii
b. Melaksanakan desain dan prosedur sesuai dengan referensi code and standards yang telah
ditentukan.
c. Melaksanakan desain sesuai dengan komitmen yang tercantum pada Persetujuan Lingkungan,
AMDAL/RKL-RPL.
d. Menyampaikan rincian komitmen Tingkat Komponen dalam Negeri (TKDN), serta memenuhi
persentase TKDN sesuai dengan komitmen yang telah ditetapkan dan peraturan berlaku.
2.
Surat Keterangan ini dapat ditinjau kembali apabila terjadi hal yang menyebabkan Instalasi tersebut
tidak layak dan tidak aman untuk dioperasikan.
Jakarta, 09 November 2023
Ali Rosyidi
Manajer Engineering
Halaman viii dari viii
Nomor Dokumen:
PTIT-ENG-PD-480-002
PENELAAHAN DESAIN
INSTALASI PIPA PENYALUR BAWAH LAUT 16” DARI ANJUNGAN LEPAS
PANTAI NGLJ KE NEW PLEM-A SPM#3 (MAIN PRODUCTION LINE) DAN
INSTALASI PIPA PENYALUR BAWAH LAUT 24” PHASE-2 DARI NEW PLEM-B
SPM#3 KE TIE-IN SPOOL DI SPM#4 (MAIN LIFTING LINE)
Status Revisi
A
09 November 2023
Issued for Review
AA/DB/FA/AP/IF
Disiapkan Oleh:
Rev
Tanggal
Deskripsi
PTIT
AR/NR
Diperiksa
Oleh:
Disetujui Oleh:
PT PHE ONWJ
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
DAFTAR ISI
DAFTAR ISI ........................................................................................................................ 2
1.
PENDAHULUAN .......................................................................................................... 4
2.
METODOLOGI ............................................................................................................. 6
3.
KESESUAIAN PENGGUNAAN STANDAR .................................................................. 8
4.
MANAJEMEN RISIKO................................................................................................ 12
4.1. Referensi Penelahaan Manajemen Risiko ........................................................... 12
4.2. Penelaahan Desain ............................................................................................. 12
4.3. Kesimpulan ......................................................................................................... 16
4.4. Rekomendasi ...................................................................................................... 16
5.
PERSETUJUAN LINGKUNGAN ................................................................................ 17
5.1. Referensi Penelaahan Persetujuan Lingkungan .................................................. 17
5.2. Kesimpulan ......................................................................................................... 19
5.3. Rekomendasi ...................................................................................................... 19
6.
TEKNOLOGI / SPESIFIKASI YANG DIGUNAKAN ..................................................... 20
7.
PARAMETER OPERASI DAN FILOSOFI DESAIN .................................................... 23
7.1. Deskripsi Proses ................................................................................................. 23
7.2. Parameter Operasi Desain .................................................................................. 23
8.
UMUR DESAIN .......................................................................................................... 25
8.1. Referensi Penelaahan Umur Desain ................................................................... 25
8.2. Penelaahan Desain ............................................................................................. 25
9.
PENELAAHAN DESAIN ............................................................................................. 26
9.1. Desain Proses..................................................................................................... 26
9.2. Desain Pipa Penyalur (Pipeline) .......................................................................... 27
9.3. Desain Piping ...................................................................................................... 30
9.4. Desain Instrumentasi .......................................................................................... 31
9.5. Desain Struktur ................................................................................................... 34
10. RINCIAN KONTEN LOKAL ........................................................................................ 37
10.1. Referensi Penelaahan Rincian Konten Lokal .................................................... 37
10.2. Penelaahan Desain ........................................................................................... 37
10.3. Kesimpulan ....................................................................................................... 37
10.4. Rekomendasi .................................................................................................... 37
11. KESIMPULAN DAN REKOMENDASI ........................................................................ 38
LAMPIRAN 1 – HASIL KESESUAIAN PENGGUNAAN STANDAR ................................... 39
LAMPIRAN 2 – PFD & PID DRAWING ............................................................................. 40
LAMPIRAN 3 – VERIFIKASI PERHITUNGAN PROSES ................................................... 41
PTIT-ENG-PD-480-002
2
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
LAMPIRAN 4 – VERIFIKASI PERHITUNGAN PIPA PENYALUR ..................................... 43
LAMPIRAN 5 – VERIFIKASI PERHITUNGAN PIPING...................................................... 44
LAMPIRAN 6 – VERIFIKASI PERHITUNGAN STRUKTUR .............................................. 45
LAMPIRAN 7 – PERSETUJUAN LINGKUNGAN .............................................................. 46
PTIT-ENG-PD-480-002
3
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
1. PENDAHULUAN
1.1. Latar Belakang
PT Pertamina Hulu Energi Offshore North West Java akan membangun instalasi
pipeline baru untuk menjaga keberlangsungan pengiriman crude oil dari Central
Plant ke Discharge Tanker melalui storage barge Arco Ardjuna sebagai pintu
gerbang perdagangan crude oil ke pelanggan. Pembangunan Instalasi pipeline
dibagi menjadi Fase-1 dan Fase-2. Fase-2 terdiri dari pemasangan 16” main
production line dari anjungan lepas pantai NGLJ ke new PLEM di dekat SPM#3
dan pemasangan 24” lifting line dari new PLEM di dekat SPM#3 ke new PLEM di
dekat SPM#4.
Berikut ini merupakan ilustrasi jalur distribusi Pipa Penyalur Bawah Laut 16” dari
Anjungan Lepas Pantai NGLJ ke New PLEM-A SMP#3 (Main Production Line)
dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3
ke Tie-in Spool di SPM#4 (Main Lifting Line).
Gambar 1 - 1. Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas
Pantai NGLJ ke New PLEM-A SMP#3 (Main Production Line) dan Instalasi
Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in
Spool di SPM#4 (Main Lifting Line).
1.2. Tujuan
Tujuan dari penelaahan desain ini yaitu untuk melakukan verifikasi kesesuaian
desain suatu instalasi terhadap kode dan standar yang berlaku, sebagai
implementasi Peraturan Menteri ESDM Nomor 32 Tahun 2021 tentang Inspeksi
Teknis dan Pemeriksaan Keselamatan Instalasi dan Peralatan Pada Kegiatan
Usaha Migas.
PTIT-ENG-PD-480-002
4
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
1.3. Lingkup Kerja Penelaahan Desain
Lingkup kerja dari Penelaahan Desain proyek ini berdasarkan Peraturan Menteri
ESDM No 32 Tahun 2021, Bab III, Pasal 8 ayat 2 dan pasal 11 ayat 2, yaitu
memberikan hasil yang paling sedikit memuat:
a. Pasal 8 Ayat 2(a) dan Pasal 11 ayat 2(c), Penelaahan Desain terhadap
Kesesuaian penggunaan standar terhadap lingkup instalasi dijelaskan pada
bab 3.
b. Pasal 8 Ayat 2(b) dan Pasal 11 ayat 2(f), Penelaahan Desain terhadap
Manajemen risiko dan program mitigasi risiko dijelaskan pada bab 4.
c. Pasal 8 Ayat 2(c) dan Pasal 11 ayat 2(k), Penelaahan Desain terhadap
Dokumen lingkungan serta persetujuan lingkungan dijelaskan pada bab 5.
d. Pasal 8 Ayat 2(d) dan Pasal 11 ayat 2(e), Penelaahan Desain terhadap daftar,
spesifikasi peralatan dan spesifikasi teknis dijelaskan pada bab 6.
e. Pasal 8 Ayat 2(e),Penelaahan Desain terhadap penerapan kaidah keteknikan
yang baik dijelaskan pada bab 9.
f. Pasal 8 Ayat 2(f) dan Pasal 11 ayat 2(j), Penelaahan Desain terhadap
Pemanfatan barang, jasa, teknologi, kemampuan rekayasam dan rancang
bangun dalam negeri dijelaskan pada bab 10.
g. Pasal 11 ayat 2(a), Penelaahan Desain terhadap nama pengguna dan pemilik
instalasi dijelaskan pada bab 7.
h. Pasal 11 ayat 2(b), Penelaahan Desain terhadap nama dan jenis instalasi
dijelaskan pada bab 7.
i. Pasal 11 ayat 2(d), Penelaahan Desain terhadap parameter operasi dan filosofi
desain dijelaskan pada bab 7.
j.
Pasal 11 ayat 2(g), Penelaahan Desain terhadap sistem proteksi keselamatan
dijelaskan pada bab 4.
k. Pasal 11 ayat 2(h), Penelaahan Desain terhadap sistem pemantauan dan
pengelolaan lingkungan dijelaskan pada bab 5.
l. Pasal 11 ayat 2(i), Penelaahan Desain terhadap teknologi yang digunakan
dijelaskan pada bab 6.
m. Pasal 11 ayat 2(l), Penelaahan Desain terhadap umur layan desain instalasi
dijelaskan pada bab 8.
PTIT-ENG-PD-480-002
5
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
2. METODOLOGI
Penelaahan desain adalah verifikasi metode dan hasil proses konstruksi desain dan
dilakukan untuk mengonfirmasi bahwa persyaratan yang ditentukan dari sistem tercapai.
Tinjauan desain harus terdiri dari verifikasi dengan meninjau dokumen utama yang
meliputi:
a.
Process Flow Diagram (PFD) dan Piping & Instrumentation Diagram (P&ID).
b.
Sistem pipeline, piping, instrumentasi dan struktur.
c.
Teknik, produksi, dan konstruksi.
d.
Rencana manajemen keselamatan.
e.
Konten lokal.
f.
Pemenuhan izin lingkungan.
PTIT-ENG-PD-480-002
6
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
Proses penelaahan desain pada instalasi ini dapat dilihat pada diagram alir di bawah ini:
Mulai
Latar Belakang Proyek
Parameter Operasi dan Filosofi
Desain
Penelaahan dokumen
dengan tahapan:
Kesesuaian standar desain yang
digunakan
Manajemen Risiko
Sistem proteksi keselamatan
Pemenuhan legalitas terhadap
lingkungan
Teknologi / Spesifikasi teknis
yang digunakan
Umur Layan Desain
Rincian TKDN
Kesimpulan dan Rekomendasi
Selesai
Gambar 2- 1. Diagram Penelaahan Desain
PTIT-ENG-PD-480-002
7
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
3. KESESUAIAN PENGGUNAAN STANDAR
Bab ini memperlihatkan rangkuman verifikasi code and standard atau referensi yang
digunakan sebagai panduan desain (penjelasan lebih lengkap pada “Bab 9 Penelaahan
Desain” dan “Lampiran 1 – Hasil Kesesuaian Penggunaan Standar”).
Kesesuaian Penggunaan Standar mengacu kepada Keputusan Menteri Energi dan
Sumber
Daya
Mineral
Republik
Indonesia
No.1846K/18/MEM/2018
tentang
Penggunaan Standar pada Kegiatan Usaha Minyak dan Gas Bumi.
Berikut ini merupakan hasil verifikasi Kesesuaian Standar proyek pembangunan
instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New
PLEM-A SMP#3 (Main Production Line) dan Instalasi Pipa Penyalur Bawah Laut 24”
Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4 (Main Lifting Line).
Tabel 3-1. Kesesuaian Penggunaan Standar
Bidang
No
Kode & Standar /
Deskripsi
Referensi
Kepmen
Verifikasi
ESDM No.
1846K
A. Manajemen Risiko
1
2
Sistem
UU no.1 tahun 1970, UU
Sesuai
Manajemen
no.36 tahun 2009, PP
(K-1 s/d K-
HSSE
no.50 tahun 2012, ISO
5)
Subholding
14001:2015, ISO
Upstream
9001:2015
TKO
UU no.1 tahun 1970, UU
Emergency
no.3 tahun 1992, ISO
Response
14001:2015, ISO 45001
Sesuai
Sesuai
Sesuai
(H-32, K-3)
Plan di FSP
Arco Arjuna
3
4
HAZID dan
IEC 61882, HAZOP
HAZOP
Guidewords, HAZID
Study
Guidewords, ISO 17776
Safety
N.A
Equipment
Sesuai
Sesuai
(K-2)
Detail dan
Sesuai
jelas
(H-32)
and Location
Escape
Route Plan
B. Persetujuan Lingkungan
PTIT-ENG-PD-480-002
8
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
Bidang
No
1
Deskripsi
Persetujuan
Lingkungan,
AMDAL/RKL-
Kode & Standar /
Referensi
Nomor
SK.1159/MENLHK/SETJ
EN/PLA.4/11/2021
Kepmen
Verifikasi
ESDM No.
1846K
Sesuai
N.A
N.A
N.A
RPL
C. Teknologi/Spesifikasi yang Digunakan
1
Teknologi /
N.A
Spesifikasi
yang
Digunakan
D. Proses
1
Drawing
- ANSI/ISA-S5.1
Sesuai
Sesuai
(F-3, F-4)
2
Line sizing
- API RP 14E
Sesuai
- ASME B31.4
Sesuai
(H-19)
- ASME B31.3
E. Pipeline
1
Pipeline Wall
- ASME B31.4
Thickness
- API RP 1111
Sesuai
(A-27, B-
Calculation
2
On-Bottom
Stability
Analysis
3
Free Span
17)
- DNV RP F109
Sesuai
- DNV F105
Cathodic
Sesuai
(B-19)
add RP
Sesuai
Analysis
4
Sesuai
Sesuai
(A-15)
- DNV F-103
Sesuai
Protection
Sesuai
(A-18)
Calculation
F. Piping
1
Wall
Thickness
- ASME B31.3
Sesuai
Sesuai
(D-65)
Calculation
for Piping
Modification
PTIT-ENG-PD-480-002
9
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
Bidang
No
Kode & Standar /
Deskripsi
Referensi
Kepmen
Verifikasi
ESDM No.
1846K
G. Struktur
1
Desain
- API RP 2A WSD
Sesuai
kriteria untuk
Sesuai
(B-7)
beban
lingkungan,
yaitu wave
kinematic
factor,
current
blockage
factor dan
hydrodinamic
coefficient
2
Spesifikasi
- ASTM dan API 5L
Sesuai
material
3
Allowable
(I-3)
- API RP 2A WSD
Sesuai
stresses
4
Cek member
Sesuai
Sesuai
(B-7)
- AISC/ API RP 2A
stresses
Sesuai
WSD
Sesuai
(B-7)
akibat
kombinasi
gaya aksial
dan bending
5
Cek joint
- API RP 2A WSD
Sesuai
punching
Sesuai
(B-7)
shear
stresses
H. Instrumentasi
1
2
3
PTIT-ENG-PD-480-002
Subsea
- API 6DSS
Valve
- ISO 14723
Ball Valve
-
16”
- ISO 14313
Ball Valve
-
12”
- ISO 14313
API 6D
API 6D
Sesuai
Sesuai
(D-31)
Sesuai
Sesuai
(F-8, F-11)
Sesuai
Sesuai
(F-8, F-11)
10
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
Bidang
No
4
Kode & Standar /
Deskripsi
Ball Valve 8”
Referensi
-
API 6D
Kepmen
Verifikasi
1846K
Sesuai
- ISO 14313
I.
ESDM No.
Sesuai
(F-8, F-11)
TKDN
1
PTIT-ENG-PD-480-002
TKDN
N.A
Sesuai
N.A
11
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
4. MANAJEMEN RISIKO
4.1. Referensi Penelahaan Manajemen Risiko
Dokumen desain terkait penelaahan manajemen risiko ditampilkan pada tabel
berikut
Tabel 4-1. Dokumen Terkait Penelaahan Desain Manajemen Risiko
Nomor Dokumen
A8-008/PHE04000/2022-S9
AA-QTKO-0001
CP-NGLJ-M-EQL-5001
CP-NGLJ-P-SEE-6000
CP-NGLJ-P-SEE-6001
PHEONWJ-Q-PRC-0005
CP-O-RPT-2110
CP-O-RPT-2111
A8-008/PHE04000/2022-S9
AA-QTKO-0001
CP-NGLJ-M-EQL-5001
Deskripsi
Sistem Manajemen HSSE Subholding
Upstream
TKO Emergency Response Plan di FSP Arco
Arjuna
Equipment Layout Modification Cellar Deck
“NGLJ” Platform
Fire Safety Equipment and Escape Route
Layout Main Deck “NGLJ” Platform
Fire Safety Equipment and Escape Route
Layout Cellar Deck “NGLJ” Platform
Mapping Fire Extinguisher
HAZARD & OPERABILITY (HAZOP) Study
for Proyek Sistem Pipa Terminal FSO – Arco
Arjuna Fase-1 and Fase-2
HAZARD & IDENTIFY (HAZID) Study for
Proyek Sistem Pipa Terminal FSO – Arco
Arjuna Fase-1 and Fase-2
Sistem Manajemen HSSE Subholding
Upstream
TKO Emergency Response Plan di FSP Arco
Arjuna
Equipment Layout Modification Cellar Deck
“NGLJ” Platform
4.2. Penelaahan Desain
Penelaahan desain manajemen risiko dilakukan terhadap dokumen manajemen
risiko pada keseluruhan instalasi proyek Pipa Penyalur Bawah Laut 16” dari
Anjungan Lepas Pantai NGLJ ke New PLEM-A SMP#3 (Main Production Line) dan
Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tiein Spool di SPM#4 (Main Lifting Line).
1. HSSE Management Plan
Health, Safety, Security and Environment (HSSE) Management Plan, dokumen
ini acuan dalam penerapan kesehatan dan keselamatan kerja selama eksekusi
proyek. Dokumen ini menjabarkan sistem kesehatan dan keselamatan kerja
serta kebijakan-kebijakan perusahaan,
PTIT-ENG-PD-480-002
objective, target dan
komitmen
12
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
manajemen untuk melaksanakan kegiatan operasi secara aman, nyaman dan
berwawasan lingkungan dengan menerapkan standar yang dilakukan dalam
keseuaian undang-undang Keselamatan, Kesehatan Kerja dan Lindungan
Lingkungan (K3LL) yang relevan. Termasuk struktur organisasi proyek serta
prosedur keadaan darurat dan mekanisme operasi pada fasilitas / instalasi dapat
menimimalkan risiko kegagalan operasi.
2. Emergency Respone Plan
Dokumen keadaan darurat mendeskripsikan ketika terjadi keadan darurat dari
kebakaran, lingkungan, alam dan sosial. Dokumen tanggap darurat dan
kesiapsiagaan di offshore dan onshore, prosedur rencana keadaan daurat yang
ada meliputi:
- Tanggung jawab semua personil proyek (Offshore Emergency
Response)
- Peralatan dan tim keadaan darurat
- Pelatihan personil, simulasi dan evaluasi pelaksanaan,
- Komunikasi dan kontak pusat keadaan darurat
- Muster point, papan tanda dan peralatan keselamatan.
- Flowchart, insvestigasi dan laporan keadaan darurat
Rencana tanggap darurat sudah dilengkapi emergency command center dan
emergency response team. Untuk desain dari denah alur evakuasi, peralatan
perlindungan kebakaran dan peralatan keselamatan sudah digambarkan pada
layout drawing, symbol dan legend untuk papan petunjuk dan peralatan
keselamatan.
3. HAZID/HAZOP Study Report
Studi HAZOP ini mengacu pada IEC 61882 dan metode HAZOP guidewords
dimana menjelaskan identifikasi semua penyimpangan proses yang dapat
menimbulkan efek yang tidak diinginkan dan mempengaruhi keselamatan
pengoperasian. Studi HAZOP pada dokumen ini menyepakati titik study (Study
Node), study ini dilakukan dengan 3 node. Studi HAZOP telah menghasilkan 9
rekomendasi pada workshop. Dari setiap rekomendasi terdapat penilaian risiko
dengan risiko rendah 6 rekomendasi, nilai risiko sedang 1 rekomendasi, nilai
sedang ke tinggi 1 rekomendasi dan tanpa risiko 1 rekomendasi. Studi HAZOP
telah menghasilkan rekomendasi yang kemudian ditindak lanjuti (closed-out
report), dalam HAZOP report 9 rekomendasi sudah ditindak lebih lanjut dengan
PTIT-ENG-PD-480-002
13
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
status “Closed”, (referensi lampiran worksheet dalam HAZOP Recommendation
Closing Action Sheet).
Studi HAZID dilakukan pada desain fasilitas Proyek Sistem Pipa Terminal FSO Arco Arjuna Fase-1 and Fase-2. studi mengacu pada ISO 17776 dan HAZID
Guidewords. Studi dilakukan dengan 1 nodes. HAZID menghasilkan 10
rekomendasi dengan penilaian risiko tinggi 1 rekomendasi, 5 rekomendasi risiko
sedang, 3 rekomendasi risiko rendah dan 1 rekomendasi tanpa risiko. Studi
HAZID telah menghasilkan rekomendasi yang kemudian ditindak lanjuti (closedout report) untuk menanggulangi risiko, dalam HAZID report 10 rekomendasi
sudah ditindak lebih lanjut dengan status “Closed”, (referensi lampiran worksheet
dalam HAZID Recommendation Closing Action Sheet).
Tabel. 4.2-1 Hazard & Operability Study
No.
Guidewords
Deviation
Recommendations
1A.1.1
More
More Flow
The recommendation can
be as follow:
1. Provide redundant
PSHH to close SDVUV-60.
2. Modified shutdown
philosophy OWTP by
keeping the SDV-UV060 (bypass line) in
closed position in the
event OWTP process
upset.
3. Conduct dynamic
simulation to predict
maximum pressure
which can be handle
by 24” existing
pipeline during
“bupassing junction
action” and pressure
test accordingly.
Note: re-route production
to SPM#1 is not
considered since still
utilize 36” connection
export pipeline which
contains dry crude. (R.1)
Review shutdown
philosophy during ESD to
isolate NGLJ platform to
minimize fire escalation.
(R.2)
Provide priority regularly
routine inspection for both
1A.2.2
PTIT-ENG-PD-480-002
No
No Flow
Initial
Risk
H7
Status
Closed
Closed
L4
Closed
14
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
No.
Guidewords
Deviation
1A.2.3
No
No Flow
1A.19.1
Other Than
Instrumentation
1A.19.2
Other Than
Instrumentation
1A.19.3
Other Than
Instrumentation
1A.22.1
More
More Flow
1C.1.1
More
More Flow
Recommendations
the SDV-UV-62 (actual
SDV-UV-61) and SDVUV-61 (actual SDV-UV62). (R.3)
Provide Lock Open at
manual valve 16” to
prevent the valve closed
unintentionally. (R.4)
Tag Number SDV-UV-61
to be replaced with SDVUV-62. (R.5)
Tag Number SDV-UV-62
to be replaced with SDVUV-61. (R.6)
2A2R Ball Valve at line
OW-130-A-2” from Slop
Pump shall be in closed
position. (R.7)
Perform bottlenecking
impact study (from other
station) to ensure that the
new 16” pipeline size from
NGLJ-new FSO at
SPM#4 is adequate to
handle maximum “bypass
junction action” flow about
160.000 BFPD. (R.8)
Perform bottlenecking
impact study (from other
station) to ensure that the
new 16” pipeline size from
NGLJ-FSO AA after dry
dock or new FSO (at
SPM#3) is adequate to
handle maximum “bypass
junction action” flow about
160.000 BFPD. (R.9)
Initial
Risk
Status
M6
Closed
L2
Closed
L2
Closed
L2
Closed
L4
Closed
L4
Closed
Tabel 4.2-2 Hazard & Identify Study
No.
Node
1.
1.NP-2.2
2.
1.NP-6.1
PTIT-ENG-PD-480-002
Category /
Guideword
Shipping
Impacts
Recommendation
The recommendation can be as
follow:
4. Provide Tire Bumper at
Boatlanding NGLJ.
5. Assess safety aspect for
personel transfer procedure
during crew change activity
in case incompleted Tire
Bumper at NGLJ (R.1)
Diving Operation Perform assessment to
determine life support diving
Initial
Risk
M6
Closed
M5
Closed
Status
15
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
No.
Category /
Guideword
Node
3.
1.NP-8.1
4.
1.NP-8.2
5.
1.NP-9.1
6.
1.NP13.2
7.
1.NP14.1
8.
1.NP19.1
9.
1.NP19.2
10.
1.NP19.2
Recommendation
either with air diving or
saturation diving. (R.2)
Facility Integrity Ensure grating and handrail are
still in place at boatlanding in
good condition. (R.3)
Facility Integrity Ensure grating is still in place at
Jacket walkway and handrail in
good condition. (R.4)
Communications Separated frequency channel
between project and operation
team. (R.5)
Environmental
1. Calculate estimate quantity
Damage
oil in the existing Pipeline
2. Further discussion for
deoling and dewatering
strategy phase-1 and
phase-2 (R.6)
Marine Hazards Further discussion between
project marine and terminal
(operation) regarding simops
operation and tandem operation
at SPM#3 Phase-1 and SPM#4
Phase-4. (R.7)
PreCalculated estimate remaining
Commisioning
water in the pipeline by
simulation and confirm to FSO
AA Tank capacity. (R.8)
PreEnsure proper selection type of
Commisioning
corrosion inhibitor and method
for longterm duration (years).
(R.9)
PreEnsure Chemical used for
Commisioning
treated sea water is compatible
with subsea hose and floating
hose material. (R.10)
Initial
Risk
Status
L4
Closed
L4
Closed
L4
Closed
M5
Closed
H7
Closed
M5
Closed
M5
Closed
M5
Closed
4.3. Kesimpulan
1. Dokumen Health, Safety, Security and Environment (HSSE) Management Plan,
tersedia rencana dan tata cara keselamatan selama eksekusi proyek.
2. Escape Route, Safety Equipment dan Fire Fighting Equipment Layout sudah
tersedia dilengkapi dengan symbol dan legend.
3. HAZOP dan HAZID study sudah dilakukan identifikasi potensi bahaya yang di
tinjau pada fasillitas Proyek Sistem Pipa Terminal FSO - Arco Arjuna Fase-1
and Fase-2.
4.4. Rekomendasi
1. Melaksanakan desain dan prosedur sesuai dengan referensi code and
standards yang telah ditentukan.
PTIT-ENG-PD-480-002
16
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
5. PERSETUJUAN LINGKUNGAN
5.1. Referensi Penelaahan Persetujuan Lingkungan
Dokumen terkait persetujuan lingkungan proyek instalasi Pipa Penyalur Bawah Laut
16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A SMP#3 (Main Production
Line) dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B
SPM#3 ke Tie-in Spool di SPM#4 (Main Lifting Line), tercantum pada tabel berikut:
Tabel 5-1. Dokumen Terkait Persetujuan Lingkungan
Nomor Dokumen
Deskripsi
CP-W-DBS-3101
Subsea Pipeline and Facilities Design Basis
(Phase-2)
Keputusan Menteri Lingkungan
Kelayakan Lingkungan Hidup Rencana
Hidup dan Kehutanan Republik
Kegiatan Reaktifasi Terminal/Tanker PAPA
Indonesia Nomor
Pengembangan Lapangan Minyak dan Gas
SK.1159/MENLHK/SETJEN/PLA.
Bumi di Blok Offshore North West Java
4/11/2021
(ONWJ) di Lepas Pantai Utara Provinsi
Jawa Barat dan Daerah Khusus Ibukota
Jakarta oleh PT Pertamina Hfulu Energi
Offshore North West Java (PHE ONWJ)
Penelaahan terkait Persetujuan Lingkungan meliputi penanggung jawab proyek,
cakupan kerja serta matriks rencana pengelolaan dan pemantauan lingkungan
hidup. Hasil penelaahan sebagai berikut:
Pada Persetujuan Lingkungan Hidup Nomor menyatakan bahwa:

Nama Usaha dan / atau
:
(PHE ONWJ)
kegiatan

Jenis usaha dan / atau
PT Pertamina Hulu Energi Offshore North West Java
:
Pertambangan Minyak dan Gas Bumi
:
Blok Offshore North West Java, di Lepas Pantai Utara
kegiatan

Lokasi usaha dan / atau
Provinsi Jawa Barat dan Daerah Khusus Ibukota
kegiatan
Jakarta

Ruang Lingkup Rencana
Kegiatan
:
Penggantian pipa dengan pipa baru di tempat pipa
lama sebagai bagian dari kegiatan pemeliharaan pipa
termasuk diantaranya proyek instalasi Pipa Penyalur
Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke
New PLEM-A SMP#3 (Main Production Line) dan
Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari
PTIT-ENG-PD-480-002
17
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
New PLEM-B SPM#3 ke Tie-in Spool di SPM#4 (Main
Lifting Line).
Berdasarkan keputusan nomor tiga belas pada dokumen SK.1159/MENLHK/
SETJEN/PLA.4 tercantum bahwa keputusan kelayakan lingkungan hidup ini
merupakan persetujuan lingkungan dan prasyarat penerbitan berusaha atau
persetujuan pemerintah.
Penelaahan desain terhadap dokumen persetujuan lingkungan dengan dokumen
desain pada pemasangan ruas pipa bawah laut NGLJ-SPM#3 dapat dilihat pada
table berikut:
Tabel 5-2. Ruang Lingkup Kegiatan
No
1
Surat Persetujuan Lingkungan
Dokumen Desain
Nama Perusahaan, Jenis Usaha, Sesuai dengan dokumen desain
Penanggung Jawab & Jabatan,
851m
Lokasi Kegiatan
2
3
Panjang Pipeline
Panjang Pipeline
- 16 inchi = 10 km
- 16 inchi = 888 m
- 24 inchi = 5 km
- 24 inchi = 778 m
Diameter Pipa 16 in dan 24 in
Sesuai dengan dokumen desain
716m
Pada proyek Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai
NGLJ ke New PLEM-A SMP#3 (Main Production Line) dan Instalasi Pipa Penyalur
Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4 (Main
Lifting Line) terdapat dampak-dampak yang dapat timbul. Dampak yang ditimbulkan
berdasarkan matriks UKL-UPL yaitu sebagai berikut:
1. Tahap Pra-konstruksi, dampak yang ditimbulkan yaitu Pengurangan alat
penangkapan ikan.
2. Tahap Konstruksi, dampak yang ditimbulkan yaitu berkurangnya daerah
penangkapan ikan, penurunan kualitas air laut, gangguan terhadap plankton,
gangguan terhadap benthos, perubahan kualitas sedimen.
3. Tahap Operasi, dampak yang ditimbulkan yaitu penurunan kualitas udara,
penurunan kualitas air laut, gangguan terhadap plankton, gangguan terhadap
benthos, berkurangnya area penangkapan ikan.
4. Tahap pasca operasi, dampak yang ditimbulkan yaitu penurunan kualitas air,
pemulihan aktivitas pelayaran, pemulihan lahan.
PTIT-ENG-PD-480-002
18
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
PT PHE ONWJ telah merencanakan bentuk pengelolaan lingkungan hidup serta
pemantauan lingkungan pada matriks matriks Rencana Pengelolaan Lingkungan
Hidup dan Matrik Rencana Pemantauan Lingkungan Hidup.
5.2. Kesimpulan
Berdasarkan hasil penelahaan desain didapatkan kesimoulan:
1.
Pemrakarsa, jenis usaha/kegiatan, dan lokasi usaha/kegiatan telah sesuai
antara dokumen Desain dan Persetujuan Lingkungan, AMDAL/UKL-UPL.
2.
Ruang lingkup dan lokasi usaha/kegiatan sudah sesuai antara dokumen
Pipeline Design Basis dan Persetujuan Lingkungan, AMDAL/UKL-UPL.
3.
Pada persetujuan lingkungan sudah terdapat matriks Rencana Pengelolaan
Lingkungan (RKL) dan Rencana Pemantauan Lingkungan (RPL).
5.3. Rekomendasi
Berdasarkan hasil penelaahan desain didapatkan rekomendasi:
1.
Melaksanakan desain sesuai dengan komitmen yang tercantum pada
Persetujuan Lingkungan, AMDAL/RKL-RPL.
PTIT-ENG-PD-480-002
19
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
6. TEKNOLOGI / SPESIFIKASI YANG DIGUNAKAN
Penelaahan Desain Instalasi Pipa Penyalur Arco Arjuna phase-2 menggunakan
spesifikasi sebagai berikut:
Tabel 6- 1. Teknologi / Spesifikasi pada pembangunan instalasi Arco Arjuna Phase-2
No.
1.
Parameter
Spesifikasi
Pipeline
Carbon Steel
16” Main Production Line from NGLJ Platform to New PLEM-A SPM#3
Pipeline Data Sheet
Deskripsi
1
Content
Crude Oil
2
Data spesifikasi pipa
a
Spesifikasi material
API 5L Grade X52
PSL2, HFW
3
b
Panjang
(km)
888
c
NPS
(in)
16
d
Thickness
(mm)
12,7
Design pressure
Psig
260
b
Design temperature
0F
200
c
Max. Operating pressure
Psig
50
d
Operating temperature
0F
85
e
Hydrotest pressure
Psig
325
Parameter
a
Teknologi /
Spesifikasi
4
851m
Informasi tambahan
a
Tipe konstruksi
Under Water
24” Main Lifting Line Phase-2 from New PLEM-B SPM#3 to Tie-in Spool SPM#4
Pipeline Data Sheet
1
Content
2
Data spesifikasi pipa
a
Deskripsi
Crude Oil
Spesifikasi material
API 5L Grade X52
PSL2, HFW
3
PTIT-ENG-PD-480-002
b
Panjang
(m)
778
c
NPS
(in)
24
d
Thickness
(mm)
14,3
716m
Parameter
a
Design pressure
Psig
260
b
Design temperature
0F
200
20
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
c
4
Max. Operating pressure
Psig
50
d
Operating temperature
0F
85
e
Hydrotest pressure
Psig
325
Informasi tambahan
a
2.
Tipe konstruksi
Piping
16” NGLJ Platform
Parameter
Unit
Value
Line
-
PL-116-A-16”
Design Pressure
psi
260
Design Temperature
F
200
Nominal Pipe Size
inch
16
Wall Thickness
mm
9,53
Material
-
ASTM A106 Gr. B
Unit
Value
Line
-
PL-XXX-A-12”
Design Pressure
psi
260
Design Temperature
F
200
Nominal Pipe Size
inch
12
Wall Thickness
mm
9,53
Material
-
ASTM A106 Gr. B
Unit
Value
Line
-
PL-XXX-A-8”
Design Pressure
psi
260
Design Temperature
F
200
Nominal Pipe Size
inch
8
Wall Thickness
mm
8,18
Material
-
ASTM A106 Gr. B
12” NGLJ Platform
Parameter
8” NGLJ Platform
Parameter
3.
Under Water
Instrumentasi
- Manual Valve di New PLEM-A dan New PLEM-B
No.
Item
Size
Rating
1.
Subsea Ball Valve
16”
ANSI 150#
2.
Subsea Ball Valve
24”
ANSI 150#
PTIT-ENG-PD-480-002
21
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
- Manual Valve di NGLJ Platform
No.
4.
Item
Size
Rating
1.
Ball Valve
16”
ANSI 150#
2.
Ball Valve
12”
ANSI 150#
3.
Ball Valve
8”
ANSI 150#
Spesifikasi
Yield Stress
Material
(MPa)
Struktur
Spesifikasi Struktur
No.
Item
1.
Semua tubular < 16 in OD
API 5L Gr B
248
2.
Semua tubular ≥ 16 in OD
ASTM A36
248
3.
Semua plat
ASTM A36
248
4.
Clamp Tubular
ASTM A36
248
5.
Bolt
6.
Nuts
PTIT-ENG-PD-480-002
ASTM A193
B7
ASTM A194
2H
500
500
22
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
7. PARAMETER OPERASI DAN FILOSOFI DESAIN
Dokumen desain terkait penjelasan parameter operasi dan filosofi desain Proyek
pembangunan Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New
PLEM-A SMP#3 (Main Production Line) dan Instalasi Pipa Penyalur Bawah Laut 24”
Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4 (Main Lifting Line)
tercantum pada tabel berikut:
Tabel. 7-1. Dokumen Terkait Parameter Operasi dan Filosofi Desain
Nomor Dokumen
Deskripsi
CP-W-DBS-3101
Subsea Pipeline and Facilities Design Basis
(Phase-2)
CP-W-DSH-3101
Subsea Linepipe and Riser Data Sheet
including Cathodic Protection (Phase-2)
7.1. Deskripsi Proses
851m
Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 (Main Production Line) dengan design capacity total oil sebesar 42.680
BOPD dan panjang pipa 888 m merupakan pipa penggantian dengan pipa baru di
tempat pipa lama dengan design pressure 260 psig dan design temperature 93,3oC.
Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool
ke New PLEM-C SPM#4 dengan Panjang 778 m mengalirkan crude oil dengan
design pressure 260 psig dan design temperature 93,3oC. Pipa penyalur didesain
untuk beroperasi selama 20 tahun (umur desain).
716m
7.2. Parameter Operasi Desain
Berdasarkan dokumen Pipeline Design Basis, parameter operasi untuk Pipa Jalur
Produksi Utama 16” dari Anjungan NGLJ ke PLEM-A SPM#3 dan Jalur
Pengangkatan Utama 24” Phase-2 dari PLEM-B SPM#3 ke Tie-in Spool ke PLEMC SPM#4 yaitu sebagai berikut:
Tabel. 7.2-1 Data Operasi
Parameter
Service
Unit
Value
-
Crude Oil
3
Product Density
lb/ft3 (Kg/m )
52,87 (846,89)
Design Pressure
MPa (psig)
1,793 (260)
Maximum Allowable Operating Pressure
MPa (psig)
0,517 (75)
(MAOP)
PTIT-ENG-PD-480-002
23
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
Parameter
Unit
Value
Hydrotest Pressure
MPa (psig)
2,241 (325) (2)
Design Temperature
o
93,3 (200oF)
Operating Temperature
o
29,44 (85oF) (1)
Pipeline System Rating
lbs
150 #
C
C
Notes:
1. Operating conditions based on Pipeline Hydraulic Calculation
2. The hydrotest pressure of 1,25 x design pressure is adopted for pipeline and riser/spool section
based on ASME B31.4.
PTIT-ENG-PD-480-002
24
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
8. UMUR DESAIN
8.1. Referensi Penelaahan Umur Desain
Dokumen desain terkait penelaahan “Umur Desain”, tercantum pada tabel berikut:
Tabel 8.1- 1. Dokumen Terkait Penelaahan Umur Desain
Nomor Dokumen
Deskripsi
CP-W-DBS-3101
Subsea Pipeline and Facilities Design Basis
(Phase-2)
8.2. Penelaahan Desain
Umur desain ditinjau dari tipe peralatan, yaitu sebagai berikut:
8.2.1. Umur Desain Pipa Penyalur
Penelaahan umur desain pipeline membandingkan antara corrosion
allowance dari pipa dengan laju korosi pada pipa penyalur. Berdasarkan
dokumen CP-W-DBS-3101 “Subsea Pipeline and Facilities Design Basis
(Phase-2)”, pipa memiliki tebal corrosion allowance 3 mm dengan umur
desain 20 tahun.
Dan karena pipa baru maka diambil laju korosi asumsi berdasarkan API 581
untuk laju korosi eksternal. Berdasarkan lokasi pipa, diambil laju korosi untuk
kondisi temperatur dengan besar laju korosi 0,127mm/yr sehingga umur layan
dari pipa penyalur dapat dilihat pada tabel berikut:
add unit
Tabel 8.2-1 Umur Layan Pipa Penyalur
Line
Thickness
CA
Laju Korosi Umur Layan
Nominal
(mm)
(mm/yr)
(yr)
12,7
3
0.127
23,62
14,3
3
0.127
23,62
16” Main Production Line dari
NGLJ Platform ke New PLEM-A
SMP#3
24” Main Lifting Line Phase-2
dari New PLEM-B SPM#3 ke
Tie-in Spool di SPM#4
Note: Laju korosi menggunakan table API 581
Berdasarkan tabel tersebut, perkiraan umur layan pipa penyalur untuk sectional
replacement ini mencapai 20 tahun sesuai dengan umur desainnya.
PTIT-ENG-PD-480-002
25
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
9. PENELAAHAN DESAIN
9.1. Desain Proses
9.1.1. Referensi Dokumen Desain Proses
Dokumen desain proses terkait penelaahan desain, tercantum pada tabel berikut :
Tabel 9.1- 1. Dokumen Terkait Penelaahan Desain Proses
Nomor Dokumen
CP-W-DBS-3101
Deskripsi
Subsea Pipeline and Facilities Design Basis
(Phase-2)
CP-NGLJ-P-PFD-6000
Process Flow Diagrams “NGLJ” Platform
CP-NGLJ-P-PID-6000
Piping & Instrument Diagram Receivers and
Headers “NGLJ” Platform (Modification)
-
Single Phase Liquid Line Sizing Calculation
9.1.2. Penelaahan Desain
a. P&ID dan PFD
Penelaahan desain terkait drawing P&ID dan PFD mengacu pada:
- ANSI/ISA-S.51
Verifikasi desain didapatkan bahwa P&ID telah digambarkan secara detail serta
memenuhi kaidah keteknikan yang baik. Komponen pada dokumen P&ID dan
PFD telah mencakup identitas dokumen, identitas peralatan, serta flow direction
yang jelas.
b. Line sizing (Pipeline)
Penelaahan desain terkait Line sizing (Pipa Penyalur) mengacu pada:
- API RP 14 E
- ASME B31.4
Standar desain dapat dinyatakan sesuai berdasarkan ruang lingkup pekerjaan.
Pipa yang akan dibangun akan mengalirkan crude oil, maka perhitungan Line
sizing pada pipa akan menggunakan metode Liquid Line sizing API RP 14E.
Berdasarkan hasil perhitungan line sizing telah memenuhi kriteria yang
tercantum pada API RP 14 E.
PTIT-ENG-PD-480-002
26
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
Tabel 9.1- 2. Dokumen Terkait Penelaahan Desain Proses
No
1
2
Line
16” Main Production Line dari
NGLJ Platform ke New PLEM-A
SMP#3
24” Main Lifting Line Phase-2
dari New PLEM-B SPM#3 ke
Tie-in Spool di SPM#4
NPS (In)
Flowrate
BFPD
Range
Velocity
Criteria
(ft/s)
velocity
(ft/s)
Recheck
16
XS
3 - 15
2,07
Ok
24
XS
3 - 15
5,44
Ok
c. Line sizing (Process Piping)
Penelaahan desain terkait Line sizing (Process Piping) mengacu pada:
- API RP 14 E
- ASME B31.3
Berdasarkan hasil penelaahan desain untuk process piping pada NGLJ Platform.
Pipa yang akan dibangun akan mengalirkan crude oil, maka perhitungan Line
sizing pada pipa akan menggunakan metode Liquid Line sizing API RP 14E.
Berdasarkan hasil perhitungan line sizing telah memenuhi kriteria yang
tercantum pada API RP 14 E. Hasil perhitungan desain dapat dilihat pada
Lampiran 4.
9.2. Desain Pipa Penyalur (Pipeline)
9.2.1. Referensi Dokumen Desain Pipa Penyalur
Dokumen desain terkait penelaahan desain pipa penyalur, tercantum pada tabel
berikut :
Tabel 9.2-1. Dokumen Terkait Penelaahan Desain Pipa Penyalur
Nomor Dokumen
Deskripsi
CP-W-DBS-3101_1
Subsea Pipeline and Facilities Design Basis (Phase-2)
CP-W-CAL-3101_1
Pipeline Wall Thickness Calculation
CP-W-CAL-3103_0
Pipeline On-Bottom Stability Analysis
CP-W-CAL-3105_1
Pipeline Free Span Analysis
CP-W-CAL-3102_1
Pipeline Cathodic Protection Calculation
PTIT-ENG-PD-480-002
27
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
9.2.2. Penelaahan Desain
a. Pipeline Wall Thickness Calculation
Kode standar yang digunakan dalam desain perhitungan wall thickness pipa
penyalur mengacu kepada ASME B31.4 dan API RP 1111 dimana kode ini sudah
sesuai dengan standard yang umumnya digunakan. Verifikasi perhitungan yang
dilakukan terhadap pipa penyalur dengan spesifikasi sebagai berikut:
fill
Tabel 9.2-2 Spesifikasi Pipa Penyalur
Parameter
Value
16” Main Production Line
dari NGLJ Platform ke
New PLEM-A SMP#3
Pipeline Name
Nominal Pipe Size
OD
Material
Nominal Thickness Pipe
Corrosion Allowance
16
16
API 5L X-52 PSL-2, HFW
12,7
3
Unit
24” Main Lifting Line
Phase-2 dari New PLEM-B
SPM#3 ke Tie-in Spool di
SPM#4
24
24
API 5L X-52 PSL-2, HFW
14,3
3
inch
inch
mm
mm
Hasil kalkulasi wall thicknes pipa offshore digunakan untuk melakukan verifikasi
terhadap pipa akibat tekanan eksternal dan internal dari pipa. Dalam melakukan
verifikasi digunakan standar API RP 1111 dan ASME B31.4. Berikut hasil
verifikasi:
Tabel 9.2-3 Wall thickness Calculation 16” Main Production Line
Wall
thickness
Conditions
Internal
Pressure
External
Pressure
Propagation
Buckling
Combined
Stress
Hydrotest
Operating
Installation
Operating
Installation
Operating
Installation
Operating
Req thickness
(excluding CA)
(mm)
1,44
1,09
4,17
4,19
7,30
7,36
5,08
5,11
Corrosion Minimum
Selected
Allowance Thickness Thickness Remark
(mm)
(mm)
(mm)
0
3
0
3
0
3
0
3
1,44
4,09
4,17
7,19
7,30
10,36
5,08
8,11
12,7
12,7
12,7
12,7
12,7
12,7
12,7
12,7
OK
OK
OK
OK
OK
OK
OK
OK
Tabel 9.2-4 Wall thickness Calculation 24” Main Lifting Line Phase-2
Wall
thickness
Internal
Pressure
PTIT-ENG-PD-480-002
Conditions
Hydrotest
Operating
Installation
Req
thickness
(excluding
CA)
(mm)
2,16
1,63
6,25
Corrosion Minimum
Selected
Allowance Thickness Thickness Remark
(mm)
(mm)
(mm)
0
3
0
2,16
4,63
6,25
14,3
14,3
14,3
OK
OK
OK
28
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
Wall
thickness
Conditions
External
Pressure
Propagation
Buckling
Combined
Stress
Req
thickness
(excluding
CA)
(mm)
Corrosion Minimum
Selected
Allowance Thickness Thickness Remark
(mm)
(mm)
(mm)
Operating
6,29
3
9,29
14,3
OK
Installation
Operating
Installation
Operating
10,95
11,04
7,61
7,65
0
3
0
3
10,95
14,04
7,61
10,65
14,3
14,3
14,3
14,3
OK
OK
OK
OK
Berdasarkan hasil verifikasi diatas pipa dinyatakan layak untuk beroperasi
karena thickness yang dipilih lebih besar dari thickness yang dibutuhkan untuk
kondisi operasi.
b. On bottom Stability
Analisis On-Bottom Stability merupakan analisis pipa terhadap kestabilan di
posisi yang ditentukan baik itu ketika operasi maupun ketika dalam keadaan
kosong. Pipa penyalur di bawah laut akan mengalami gaya lingkungan disekitar
seperti arus, gelombang, serta gaya buoyancy. Analisis ini dilakukan agar pipa
yang didesain stabil terhadap kestabilan lateral dan kestabilan vertikal. Standard
yang mengatur Analisis ini adalah DNV RP F109. Berikut ini hasil analisis
stabilitas on bottom pada pipa:
add column for
CWC Stability
thick. Analysis Main Production Line
Tabel 9.2-5 On Bottom
Conditions
NPS
-
Installation
Operating
16
16
Verifikasi Stabilitas
Vertikal
Berat
pipa
Bouyancy
Cek
di
udara
N/m
N/m
1815
2641
OK
1815
3340
OK
Verifikasi Stabilitas Lateral
Gaya
hidrodinamis
vertikal
Gaya
hidrodinamis
horizontal
Gaya
penahan
Submerged
weight pipe
N/m
125.87
120.7
N/m
175.26
165.46
N/m
1075
1296
N/m
826.71
1525
Cek
-
OK
OK
Tabel 9.2-6 On Bottom Stability Analysis Main Lifting Line
Conditions
NPS
-
Installation
Operating
24
24
Verifikasi Stabilitas
Vertikal
Berat
pipa
Bouyancy
Cek
di
udara
N/m
N/m
3994
5078
OK
3994
6902
OK
PTIT-ENG-PD-480-002
Verifikasi Stabilitas Lateral
Gaya
hidrodinamis
vertikal
Gaya
hidrodinamis
horizontal
Gaya
penahan
Submerged
weight pipe
N/m
151.65
141.83
N/m
240.22
219.10
N/m
1843
2394
N/m
1085
2909
29
Cek
-
OK
OK
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
Berdasarkan hasil analisis diatas dengan ketebalan concrete sebesar 35 mm
untuk 16” Main Production Line dan 50mm untuk 24” Main Lifting Line Phase-2
memenuhi untuk kondisi instalasi dan operasi, maka pipa dinyatakan stabil
dibawah laut.
c. Free Span Analysis
Free span analysis bertujuan untuk menghitung panjang batas aman bentang
bebas yang diperbolehkan terjadi pada pipa penyalur. Verifikasi panjang bentang
bebas dilakukan mengacu kepada standar DNVGL RP F105.
Tabel 9.2-7 Freespan Analysis
Pipeline Name
Conditions
16in Main
Production Line
24in Main Lifting
Line
Installation
Operating
Installation
Operation
Screening
Inline VIV
(m)
31.11
28.31
42.37
38.69
Screening
Crossflow VIV
(m)
41.46
36.94
59.66
57.59
Govern
Conditions
Screening Inline
Screening Inline
Screening Inline
Screening Inline
d. Cathodic Protection Calculation
Analisis ini bertujuan untuk mendapatkan kebutuhan arus dan juga massa anode
untuk katodik protection pada pipa. Berikut hasil analisis katodik protection.
851m
Tabel 9.2- 8 Analisis Cathodic Protection
Pipeline
16” Main
Production
Line
24” Main
Lifting Line
Phase-2
716m
Luas
Anode
Arus yang
permukaan
utilization
dibutuhkan
pipa
factor
(A)
(m2)
Massa anoda
yang
dibutuhkan
(Kg)
Panjang
(m)
Jenis
anoda
888
Half
bracelet
0,8
1133,75
0,407
31,39
778
Half
Bracelet
0,8
1489,96
0,535
41,24
Dari hasil analisis dan review dokumen terkait perhitungan Cathodic Protection
sudah sesuai dengan standar DNV RP F-103.
9.3. Desain Piping
Half Shell Bracelet
Anode - Aluminium
Alloy
9.3.1. Referensi Dokumen Desain Piping
Dokumen desain piping terkait penelaahan desain, tercantum pada tabel berikut
Tabel 9.3- 1. Dokumen Terkait Penelaahan Desain Piping
Nomor Dokumen
CP-NGLJ-M-ISO-5000~5003
PTIT-ENG-PD-480-002
Deskripsi
Isometric Drawing
30
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
Nomor Dokumen
PHEONWJ-M-SPE-0025
Deskripsi
Piping Material Specification
9.3.2. Penelaahan Desain
Pada scope pekerjaan ini terdapat juga modifikasi piping untuk platform NGLJ.
Beberapa piping yang mengalami modifikasi adalah piping size 8”, 12”, 16”. Piping
tersebut akan diverifikasi berdasarkan standar ASME B31.3. berdasarkan hasil
kalkulasi dapat dilihat pada tabel berikut.
Tabel 9.3-2 Wall thickness Calculation Piping Modification
No
Pipe
1
2
3
PL-XXX-A-8"
PL-XXX-A-12"
PL-116-A-16"
OD Pressure
in
psi
8,625
260
12,75
260
16
260
t.nominal
mm
8,18
9,53
9,53
t.req (B31.3)
mm
1,417
1,335
2,094
2,003
2,628
2,544
Check
OK
OK
OK
Dari hasil kalkulasi maka desain piping yang dipilih sudah sesuai dan memenuhi
kriteria standard code ASME B31.3
9.4. Desain Instrumentasi
9.4.1. Referensi Dokumen Desain Instrumentasi
Dokumen desain terkait penelaahan desain instrumentasi, tercantum pada tabel
berikut :
Tabel 9.4- 1. Dokumen Terkait Penelaahan Desain Instrumentasi
Nomor Dokumen
NGLJ-M-DSH-1103
Deskripsi
General Valve Data Sheet for Ball Valve
Size 16 inch Rating 150#
NGLJ-M-DSH-1102
General Valve Data Sheet for Ball Valve
Size 12 inch Rating 150#
NGLJ-M-DSH-1101
General Valve Data Sheet for Ball Valve
Size 8 inch Rating 150#
CP-W-DSH-3102
Subsea Valve Data Sheet (Phase-2)
PHEONWJ-W-SPE-0015
Specification for Subsea Ball Valve
PHEONWJ-M-SPE-0023
Valve Specification
PTIT-ENG-PD-480-002
31
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
9.4.2. Penelaahan Desain
a. Valve
1. Subsea Valve 16”
Penelaahan desain berdasarkan dokumen yang ditinjau mengacu pada
referensi berikut:
- API 6DSS
- ISO 14723
- CP-W-DSH-3102
- PHEONWJ-W-SPE-0015
Verifikasi desain didapatkan bahwa:
- Design pressure 260 Psig sesuai dengan operating pressure di pipeline 16”
- Konstruksi material sesuai dengan standar 6DSS dan spesifikasi
perusahaan
- Ukuran valve 16” sesuai dengan ukuran pipeline
- Valve dioperasikan secara manual
- Tipe valve adalah trunnion mounted sesuai dengan standar 6DSS dan
spesifikasi perusahaan
2. Subsea Valve 24”
Penelaahan desain berdasarkan dokumen yang ditinjau mengacu pada
referensi berikut:
- API 6DSS
- ISO 14723
- CP-W-DSH-3102
- PHEONWJ-W-SPE-0015
Verifikasi desain didapatkan bahwa:
- Design pressure 260 Psig sesuai dengan operating pressure di pipeline 24”
- Konstruksi material sesuai dengan standar 6DSS dan spesifikasi
perusahaan
- Ukuran valve 24” sesuai dengan ukuran pipeline
- Valve dioperasikan secara manual
- Tipe valve adalah trunnion mounted sesuai dengan standar 6DSS dan
spesifikasi perusahaan
3. Ball Valve 16”
Penelaahan desain berdasarkan dokumen yang ditinjau mengacu pada
referensi berikut:
PTIT-ENG-PD-480-002
32
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
- API 6D
- ISO 14313
- NGLJ-M-DSH-1103
- PHEONWJ-M-SPE-0023
Verifikasi desain didapatkan bahwa:
- Desain pressure 260 pada temperature 200ºF sesuai dengan kondisi
operating pressure di piping 16”
- Konstruksi material sesuai dengan standar API 6D dan spesifikasi
perusahaan
- Ukuran valve 16” sesuai dengan ukuran piping
- Valve dioperasikan secara gear operated
- Tipe ball valve soft seat sesuai dengan standar API 6D dan spesifikasi
perusahaan
4. Ball Valve 12”
Penelaahan desain berdasarkan dokumen yang ditinjau mengacu pada
referensi berikut:
- API 6D
- ISO 14313
- NGLJ-M-DSH-1102
- PHEONWJ-M-SPE-0023
Verifikasi desain didapatkan bahwa:
- Desain pressure 260 pada temperature 200ºF sesuai dengan kondisi
operating pressure di piping 12”
- Konstruksi material sesuai dengan standar API 6D dan spesifikasi
perusahaan
- Ukuran valve 12” sesuai dengan ukuran piping
- Valve dioperasikan secara gear operated
- Tipe ball valve soft seat sesuai dengan standar API 6D dan spesifikasi
perusahaan
5. Ball Valve 8”
Penelaahan desain berdasarkan dokumen yang ditinjau mengacu pada
referensi berikut:
- API 6D
- ISO 14313
- NGLJ-M-DSH-1101
PTIT-ENG-PD-480-002
33
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
- PHEONWJ-M-SPE-0023
Verifikasi desain didapatkan bahwa:
- Desain pressure 260 pada temperature 200ºF sesuai dengan kondisi
operating pressure di piping 8”
- Konstruksi material sesuai dengan standar API 6D dan spesifikasi
perusahaan.
- Ukuran valve 8” sesuai dengan ukuran piping
- Valve dioperasikan secara gear operated
- Tipe ball valve soft seat sesuai dengan standar API 6D dan spesifikasi
perusahaan
9.5. Desain Struktur
9.5.1. Referensi Dokumen Desain Struktur
Dokumen desain struktur terkait penelaahan desain, tercantum pada tabel berikut :
Tabel 9.5- 1. Dokumen Terkait Penelaahan Desain Struktur
Nomor Dokumen
Deskripsi
CP-C-CAL-2301
24” SSV Skid Structural Inplace Analysis (Phase-2)
CP-C-CAL-3102
16” Riser Clamp Analysis (Phase-2)
CP-M-CAL-3101
Plem-A Structural Inplace Analysis (Phase-2)
CP-M-CAL-3106
Plem-B Structural Inplace Analysis (Phase-2)
9.5.2. Penelaahan Desain
Penelahaan Dokumen Desain Struktur 24” SSV Skid, Plem-A, Plem-B dan Riser
Clamp dilakukan terhadap desain pada desain Struktur 24” SSV Skid, Plem-A,
Plem-B dan Riser Clamp yang terdapat pada Proyek Instalasi Pipa Penyalur Bawah
Laut 16” dari Anjungan Lepas Pantai NGLJ ke New Plem-A SPM#3 dan Instalasi
Pipa Penyalur Bawah Laut 24” Phase-2 dari New Plem-B SPM#3 ke Tie-in Spool di
SPM#4.
Berikut referensi international code/standard yang digunakan dalam penelaahan
desain
a. API RP 2A – WSD. American Petroleum Institute, “Recommended Practice for
Planning, Designing and Constructing Fixed Offshore Platform – Working Stress
Design”, API RP 2A WSD 22nd Edition, November 2014
PTIT-ENG-PD-480-002
34
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
b. AISC – ASD. American Institute of Steel Construction (AISC), “Manual of Steel
Construction, Allowable Stress Design”, 13th Edition 2010
c. ASTM. American Standard and Testing Material, “Standard Specification for
carbon Structural Steel”
d. AWS D1.1 American Welding Society (AWS-D1.1), “Structural Welding Codes –
Steel”
Hasil penelahaan desain struktur 24” SSV Skid, Plem-A, Plem-B dan riser clamp
pada anjungan lepas pantai NGLJ adalah sebagai berikut:
1. Analisis Inplace Struktur 24” SSV Skid
Dokumen ini menjelaskan tentang analisis inplace kekuatan struktur 24” SSV
Skid. Hasil analisis struktur 24” SSV Skid menunjukkan bahwa UC maksimum
pada struktur 24” SSV Skid adalah 0,36. Karena UC maksimum pada struktur
24” SSV Skid besarnya kurang dari satu, maka struktur 24” SSV Skid mampu
menahan beban yang terjadi selama beroperasi.
2. Analisis Inplace Struktur Plem-A
Dokumen ini menjelaskan tentang analisis inplace kekuatan struktur Plem-A.
Hasil analisis struktur Plem-A menunjukkan bahwa UC maksimum pada struktur
Plem-A adalah 0,58. UC maksimum pada sambungan struktur Plem-A adalah
0,131. Karena UC maksimum pada struktur dan sambungan struktur Plem-A
besarnya kurang dari satu, maka struktur Plem-A mampu menahan beban yang
terjadi selama beroperasi.
3. Analisis Inplace Struktur Plem-B
Dokumen ini menjelaskan tentang analisis inplace kekuatan struktur Plem-B.
Hasil analisis struktur Plem-B menunjukkan bahwa UC maksimum pada struktur
Plem-B adalah 0,31. UC maksimum pada sambungan struktur Plem-B adalah
0,177. Karena UC maksimum pada struktur dan sambungan struktur Plem-B
besarnya kurang dari satu, maka struktur Plem-B mampu menahan beban yang
terjadi selama beroperasi.
4. Analisis Riser Clamp pada Anjungan Lepas Pantai NGLJ
Dokumen ini menjelaskan tentang analisis Riser Clamp pada Anjungan Lepas
Pantai NGLJ. Berikut adalah hasil unity check (UC):
Tabel 9.5-2. Stopper Clamp Collar
No
1
2
3
4
Parameter
Stiffener Check
Welding Check
Ring Plate Check
Wrap Plate Check
PTIT-ENG-PD-480-002
Max. UC
0,019
0,041
0,003
0,026
Keterangan
UC < 1 Aman
UC < 1 Aman
UC < 1 Aman
UC < 1 Aman
35
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
Tabel 9.5-3. Stopper Clamp and Bolt
No
1
2
3
Parameter
Shear
Tension
Flange Strength Check
Max. UC
0,124
0,053
0,675
Keterangan
UC < 1 Aman
UC < 1 Aman
UC < 1 Aman
Tabel 9.5-4. Guide Clamp
No
1
2
3
4
5
Parameter
Shear
Tension
Flange Strength Check
Slid/Sliding Check
Torsional/Radial Slip Check
Max. UC
0,074
0,051
0,706
0,069
0,016
Keterangan
UC < 1 Aman
UC < 1 Aman
UC < 1 Aman
UC < 1 Aman
UC < 1 Aman
Tabel 9.5-5. Jacket Brace Clamp pada EL (-) 10 and (-) 57 ft
No
1
2
3
4
5
Parameter
Shear
Tension
Flange Strength Check
Slid/Sliding Check
Torsional/Radial Slip Check
Max. UC
0,133
0,534
0,706
0,107
0,042
Keterangan
UC < 1 Aman
UC < 1 Aman
UC < 1 Aman
UC < 1 Aman
UC < 1 Aman
Tabel 9.5-6. Jacket Brace Clamp pada EL (-) 95 ft
No
1
2
3
4
5
Parameter
Shear
Tension
Flange Strength Check
Slid/Sliding Check
Torsional/Radial Slip Check
PTIT-ENG-PD-480-002
Max. UC
0,039
0,408
0,706
0,017
0,022
Keterangan
UC < 1 Aman
UC < 1 Aman
UC < 1 Aman
UC < 1 Aman
UC < 1 Aman
36
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
10. RINCIAN KONTEN LOKAL
10.1. Referensi Penelaahan Rincian Konten Lokal
Dokumen desain terkait penelaahan “Rincian Konten Lokal”, tercantum pada
Tabel berikut
Tabel 10.1-1. Dokumen Terkait Penelaahan Desain
Nomor Dokumen
-
Deskripsi
Formulir Permintaan Pengadaan Barang*/Jasa
10.2. Penelaahan Desain
Penelaahan TKDN terhadap proyek penggelaran Pipa Penyalur Bawah Laut 16”
dari Anjungan Lepas Pantai NGLJ ke New PLEM-A SMP#3 (Main Production Line)
dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3
ke Tie-in Spool di SPM#4 (Main Lifting Line) untuk memenuhi pemanfaatan barang
dan jasa dalam negeri. Pada dokumen tersebut, batasan minimal TKDN (Material
& Jasa) untuk proyek ini adalah 55%. Nilai batasan minimal TKDN tersebut juga
merupakan nilai yang digunakan pada proyek penggelaran pipa bawah laut jalur
EB-EPRO, UYA-UA dan UA-UWJ.
cek project
10.3. Kesimpulan
Batasan Minimal TKDN pada proyek penggelaran Pipa Penyalur Bawah Laut 16”
dari Anjungan Lepas Pantai NGLJ ke New PLEM-A SMP#3 (Main Production Line)
dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3
ke Tie-in Spool di SPM#4 (Main Lifting Line) yaitu 55%. Hal ini sudah sesuai
dengan PerMen ESDM Nomor 15 Tahun 2013 Lampiran 1 yaitu untuk target
capaian TKDN EPCI laut yaitu sebesar 55%.
10.4. Rekomendasi
Berdasarkan hasil penelaahan direkomendasikan untuk memenuhi persentase
TKDN sesuai dengan komitmen yang telah ditetapkan dan peraturan berlaku.
PTIT-ENG-PD-480-002
37
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
11. KESIMPULAN DAN REKOMENDASI
11.1. Kesimpulan
Dari hasil penelaahan desain, disimpulkan bahwa:
1.
Berdasarkan hasil penelaahan desain dan umur desain pipeline telah
memenuhi persyaratan yang tercantum pada dokumen desain basis yaitu 20
tahun.
2.
Berdasarkan verifikasi hasil penelaahaan desain proses sudah memenuhi
standar yang berlaku.
3.
Berdasarkan hasil verifikasi desain pipa penyalur dan riser (wall thickness,
sistem proteksi, dan On Bottom Stability) sudah sesuai standard yang berlaku.
4.
Berdasarkan verifikasi hasil penelaahan desain instrumentasi sudah
memenuhi standar.
5.
Berdasarkan hasil penelaahan desain, seluruh desain piping sesuai dengan
standar yang berlaku.
6.
Perhitungan struktur 24” SSV Skid, Plem-A, Plem-B dan Riser Clamp
memenuhi kriteria desain sesuai dengan kode dan standar.
Secara umum, desain Instalasi Pipa Penyalur Bawah 16” dari Anjungan Lepas
Pantai NGLJ ke New PLEM-A SMP#3 (Main Production Line) dan Instalasi Pipa
Penyalur Bawah Laut 24” Phase-2 dari New PLEM-B SPM#3 ke Tie-in Spool di
SPM#4 (Main Lifting Line) telah memenuhi kaidah keteknikan yang baik. Namun,
terdapat beberapa rekomendasi yang perlu dilakukan. Rekomendasi yang
dimaksud tercantum pada sub-bab 11.2.
11.2. Rekomendasi
Dari hasil penelaahan desain, direkomendasikan untuk:
1.
Menambahkan informasi laju alir pada dokumen desain basis.
2.
Melaksanakan desain dan prosedur sesuai dengan referensi code and
standards yang telah ditentukan.
3.
Melaksanakan desain sesuai dengan komitmen yang tercantum pada
Persetujuan Lingkungan, AMDAL/RKL-RPL.
4.
Menyampaikan rincian komitmen Tingkat Komponen dalam Negeri (TKDN),
serta memenuhi persentase TKDN sesuai dengan komitmen yang telah
ditetapkan dan peraturan berlaku.
PTIT-ENG-PD-480-002
38
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
LAMPIRAN 1 – HASIL KESESUAIAN PENGGUNAAN STANDAR
PTIT-ENG-PD-480-002
39
PENELAAHAN DESAIN
LAMPIRAN 1 – HASIL KESESUAIAN PENGGUNAAN STANDAR
Dokumen Terkait
Bab Penelaahan Desain
No.
No. Dokumen
Deskripsi
Konten
Deskripsi
Referensi
Desain
Kepmen 1846K
Sistem Manajemen HSSE Subholding Upstream
HSE PLAN
- UU no.1 tahun 1970, UU no.36
tahun 2009, Permenaker no.
36/2009
- ISO 45001:2018, ISO
14001:2015, ISO 9001:2015
Rencana, tata cara dan penerapan keselamatan kesehatan selama
eksekusi proyek
Dokumen yang tersedia yaitu HSSE Management Plan, yaitu acuan dalam penerapan keselamatan dan kesehatan kerja
Sesuai
selama eksekusi proyek. Penelaahan desain pada bab ini dokumen HSSE Plan sudah adanya kebijakan, organisasi,
perencanaan dan prosedur kerja, manajemen risiko, prosedur keadaan darurat dan mekanisme operasi. Semua rencana
dan tata cara keselamatan menjadi referensi ke dokumen lainnya dimana aspek spesifik desain dijelaskan secara lebih rinci
Sesuai
(K-1 s/d K-5)
2 AA-QTKO-0001
TKO Emergency Response Plan di FSP Arco Arjuna
Prosedur
- UU no.1 tahun 1970, UU no.3
tahun 1992
- OHSAS 18001, ISO
14001:2015, ISO 9001:2015
Perencanaan keadaan darurat
Hasil penelaahan desain prosedur keadaan darurat bertujuan sebagai rencana dan persiapan untuk situasi darurat,
dokumen ERP sudah tersedia diantaranya organisasi, struktur ERT, tanggap darurat dan kesiapsiagaan (tipe keadaan
darurat, pelatihan, peralatan darurat pendukung , fasiltas medis). Pencegahan dan penanganan COVID-19 dijelaskan
dalam dokumen lain, untuk dokumen keadaan darurat dijelaskan dengan detail lebih rinci dalam dokumen terkait.
Sesuai
Sesuai
(H-32, K-3)
3 - CP-O-RPT-2110
- HAZARD & OPERABILITY (HAZOP) Study for Proyek Report & Worksheet - IEC 61882, HAZOP
Action items nodes HAZOP/HAZID
Sistem Pipa Terminal FSO – Arco Arjuna Fase-1 and
Guidewords, HAZID Guidewords,
Fase-2
ISO 17776
Identifikasi dapat digunakan untuk meninjau hazard suatu operasi atau proses yang dapat menimbulkan risiko merugikan
atau sistem yang ada serta menjelaskan penanggulangan risiko, hasil dari studi diidentifikasi dengan nodes dan
menghasilkan rekomendasi
Rekomendasi dari studi sudah dikaji dengan rekomendasi status close dan rekomendasi status open untuk ditindak lanjuti
untuk menanggulangi risiko yang telah diidentifikasi. Close-out action dimonitor dan dilakukan sesuai tahapan pelaksanaan
pekerjaan.
Sesuai
Sesuai
(K-2)
Detail dan
jelas
Sesuai
(H-32)
- CP-O-RPT-2111
- HAZARD & IDENTIFY (HAZID) Study for Proyek
Sistem Pipa Terminal FSO – Arco Arjuna Fase-1 and
Fase-2
4 - CP-NGLJ-M-EQL-5001
- CP-NGLJ-P-SEE-6000
- CP-NGLJ-P-SEE-6001
- PHEONWJ-Q-PRC0005
- Equipment Layout Modification Cellar Deck “NGLJ”
Layout
Platform
- Fire Safety Equipment and Escape Route Layout Main
Deck “NGLJ” Platform
- Fire Safety Equipment and Escape Route Layout Cellar
Deck “NGLJ” Platform
- Mapping Fire Extinguisher
N.A
Detail gambar layout dan dilengkapi dengan keterangan pada tiap simbol
Escape Route, Safety Equipment and Safety Signs Layout sudah digambarkan dengan detail dan jelas sesuai kaidah
keteknikan yang baik.
1
-
NOMOR SK.1159/MENLHK/SETJEN/PLA.4/11/2021
Kelayakan Lingkungan Hidup
Rencana Kegiatan Reaktifasi
Terminal/Tanker Papa
Pengembangan Lapangan
Minyak dan Gas Bumi di Blok
Offshore North West Java
(ONWJ) di Lepas Pantai Utara
Provinsi Jawa Barat dan Daerah
Khusus Ibukota Jakarta oleh PT
Pertamina Hfulu Energi Offshore
North West Java (PHE ONWJ)
Nama Usaha dan / atau kegiatan: PT Pertamina Hulu Energi Offshore
North West Java (PHE ONWJ)
Jenis usaha dan / atau kegiatan: Pertambangan Minyak dan Gas Bumi
Lokasi usaha dan / atau kegiatan: Blok Offshore North West Java , di
Lepas Pantai Utara Provinsi Jawa Barat dan Daerah Khusus Ibukota
Jakarta
Ruang Lingkup Rencana Kegiatan: Penggantian pipa dengan pipa baru di
tempat pipa lama sebagai bagian dari kegiatan pemeliharaan pipa
termasuk diantaranya proyek instalasi Pipa Penyalur Bawah Laut 16” dari
Anjungan Lepas Pantai NGLJ ke New PLEM-A SMP#3 (Main Production
Line ) dan Instalasi Pipa Penyalur Bawah Laut 24” dari New PLEM-B
SPM#3 ke Tie-in Spool di SPM#4 (Main Lifting Line ).
Berdasarkan hasil penelaahan desain, proyek pembangunan instalasi Penggantian pipa dengan pipa baru di tempat pipa
Sesuai
lama sebagai bagian dari kegiatan pemeliharaan pipa termasuk diantaranya proyek instalasi Pipa Penyalur Bawah Laut 16”
dari Anjungan Lepas Pantai NGLJ ke New PLEM-A SMP#3 (Main Production Line ) dan Instalasi Pipa Penyalur Bawah
Laut 24” dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4 (Main Lifting Line ) sudah memiliki persetujuan lingkungan.
Nama usaha dan / atau kegiatan, jenis usaha dan / atau kegiatan, Lokasi usahadan / atau kegiatan, dan ruang lingkup
rencana kegiatan sudah sesuai antara persetujuan lingkungan dan dokumen project design basis.
-
1
-
Teknologi/Spesifikasi yang Digunakan
Lihat Bab 6 pada Laporan Penelaahan Desain
-
Persetujuan
Lingkungan Hidup,
AMDAL/RKL-RPL
Pemenuhan Izin
Lingkungan
Process
Verifikasi
1 A8-008/PHE04000/2022S9
Manajemen Risiko
Teknologi / Spesifikasi
yang Digunakan
Penelaahan Desain
-
-
-
-
1 - CP-NGLJ-P-PFD-6000
- CP-NGLJ-P-PID-6000
- Process Flow Diagrams “NGLJ” Platform
- Piping & Instrument Diagram Receivers and Headers
“NGLJ” Platform (Modification)
Drawing
- ANSI/ISA-S5.1
Detail drawing PFD dan P&ID
PFD dan PID telah digambarkan secara deta serta memenuhi kaidah keteknikan yang baik. Komponen pada dokumen
PFD dan PID telah mencakup identitas dokumen, identitas peralatan, serta flow direction yang jelas.
Sesuai
Sesuai (F-3, F-4)
2
Single Phase Liquid Line Sizing Calculation
Line Sizing
- API RP 14E
- ASME B31.4
- ASME B31.3
Kriteria Line Sizing
Line sizing telah sesuai dengan kriteria
Sesuai
Sesuai
(H-19)
1 - CP-W-CAL-3101_1
- Pipeline Wall Thickness Calculation
Pipeline Wall
Thickness
Calculation
- ASME B 31.4
- API RP 1111
Kalkulasi tebal dinding pipa 16" dan 24" berdasarkan tekanan internal
(tekanan desain dan tekanan hidrotes) serta tekanan eksternal (tekanan
hidrostatis dasar laut).
- Pipe wall thickness ASME B31.4
Tebal dinding pipa yang dibutuhkan berdasarkan tekanan internal dan tekanan hidrostatis eksternal adalah 10,36 mm untuk Sesuai
pipa 16" dan 14,04 untuk pipa 24". Tebal dinding pipa yang dipilih sudah sesuai
Sesuai
(A-27, B-17)
2 - CP-W-CAL-3103_0
- Pipeline On-Bottom Stability Analysis
On Bottom Stability
- DNV GL RP- F109
Analisis kestabilan pipa 16" dan 24" di dasar laut terhadap gaya arus dan
gelombang serta kalkulasi tebal concrete coating yang dibutuhkan.
Tebal concrete weight coating yang dipilih untuk memastikan kestabilan pipa didasar laut sudah sesuai.
Sesuai
Sesuai
(B-19)
3 - CP-W-CAL-3105_1
- Pipeline Free Span Analysis
Free Span Analysis
- DNV GL RP- F105
Kriteria desain panjang free span .
Kalkulasi desain sesuai dengan standar yang berlaku dan berdasarkan hasil verifikasi, panjang bentang bebas maksimal
yang diperbolehkan adalah 28,31m untuk pipa 16" Main Production Line dan 38,69m untuk pipa 24" Main Lifting Line .
Sesuai
Sesuai
(A-15)
5 - CP-W-CAL-3102_1
- Pipeline Cathodic Protection Analysis
-
Pipeline
Cathodic Protection
Calculation
- DNV GL RP- F103
Perhitungan jumlah sacrificial anode yang dibutuhkan untuk pipa 16" dan
24".
Jumlah anode yang diperlukan berdasarkan kalkulasi verifikasi adalah 4 buah untuk pipa 16" Main Production Line dan 3
buah untuk 24" Main Lifting Lin e.
sesuai
Sesuai
(A-18)
1 -CP-NGLJ-M-ISO- Isometric Drawing
5000~5003
- Piping Material Specification
- PHEONWJ-M-SPE-0025
Wall Thickness
Calculation for
Piping Modification
- ASME B 31.3
-Perhitungan tebal minimum Pipa ASME B31.3
Berdasarkan hasil verifikasi, schedule yang dipilih sudah sesuai dengan kebutuhan dari tekanan internal.
Sesuai
Sesuai
(D-65)
1
Dokumen belum tersedia
Muatan Lokal
1 - CP-C-CAL-2301
- CP-C-CAL-3102
- CP-M-CAL-3101
- CP-M-CAL-3106
- 24" SSV Skid Structural Inplace Analysis (Phase 2)
- 16" Riser Clamp Analysis (Phase 2)
- Plem-A Structural Inplace Analysis (Phase 2)
- Plem-B Structural Inplace Analysis (Phase 2)
Desain kriteria untuk API RP 2A WSD
beban lingkungan,
yaitu wave kinematic
factor, current
blockage factor dan
hydrodinamic
coefficient
Kriteria desain meliputi:
- Spesifikasi Material
- Pembebanan dan Kombinasi Beban
- Kondisi Batas (Boundary Condition)
- Beban Lingkungan (Gelombang, angin, arus, dll)
- Data tanah dan Data gempa
- Marine growth
- Corrosion allowance
Semua desain kriteria yang diterapkan pada semua analisis sudah sesuai dengan API RP 2A - WSD & AISC - ASD
Sesuai
Sesuai
(B-7)
2 - CP-C-CAL-2301
- CP-C-CAL-3102
- CP-M-CAL-3101
- CP-M-CAL-3106
- 24" SSV Skid Structural Inplace Analysis (Phase 2)
- 16" Riser Clamp Analysis (Phase 2)
- Plem-A Structural Inplace Analysis (Phase 2)
- Plem-B Structural Inplace Analysis (Phase 2)
Spesifikasi material
ASTM dan API 5L
Spesifikasi Material Struktur Baja
Semua spesifikasi material struktur baja yang dipakai sudah memenuhi standard
Sesuai
Sesuai
(I-3)
3 - CP-C-CAL-2301
- CP-C-CAL-3102
- CP-M-CAL-3101
- CP-M-CAL-3106
- 24" SSV Skid Structural Inplace Analysis (Phase 2)
- 16" Riser Clamp Analysis (Phase 2)
- Plem-A Structural Inplace Analysis (Phase 2)
- Plem-B Structural Inplace Analysis (Phase 2)
Allowable stresses
API RP 2A WSD
- Allowable stress
Allowable stress yang diterapkan pada semua analisis sudah sesuai dengan API RP 2A - WSD & AISC - ASD
Sesuai
Sesuai
(B-7)
Piping
-
-
-
Rincian Konten Lokal
Structure
Proyek instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A SMP#3 (Main Dokumen
Production Line) dan Instalasi Pipa Penyalur Bawah Laut 24” dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4 (Main belum
Lifting Line) terhadap Rincian Konten Lokal belum dapat dilakukan verifikasi terkait komponen biaya barang dan jasa tersedia
dikarenakan dokumen belum tersedia.
-
PENELAAHAN DESAIN
LAMPIRAN 1 – HASIL KESESUAIAN PENGGUNAAN STANDAR
Dokumen Terkait
Bab Penelaahan Desain
Instrumentasi
No.
No. Dokumen
Deskripsi
Deskripsi
Konten
Referensi
Desain
Penelaahan Desain
Verifikasi
Kepmen 1846K
4 - CP-C-CAL-2301
- CP-C-CAL-3102
- CP-M-CAL-3101
- CP-M-CAL-3106
- 24" SSV Skid Structural Inplace Analysis (Phase 2)
- 16" Riser Clamp Analysis (Phase 2)
- Plem-A Structural Inplace Analysis (Phase 2)
- Plem-B Structural Inplace Analysis (Phase 2)
Cek member
stresses akibat
kombinasi gaya
aksial dan bending
AISC/API RP 2A WSD
- UC member stress check
- Semua UC member stress < 1.0
Sesuai
Sesuai
(B-7)
5 - CP-M-CAL-3101
- CP-M-CAL-3106
- Plem-A Structural Inplace Analysis (Phase 2)
- Plem-B Structural Inplace Analysis (Phase 2)
Cek joint punching
shear stresses
API RP 2A WSD
- UC joint punching shear check
- Semua UC joint punching shear < 1.0
Sesuai
Sesuai
(B-7)
1 CP-W-DSH-3102
Subsea Valve Data Sheet (Phase-2)
Subsea Valve 16”
dan 24"
- API 6DSS
- ISO 14723
-Kondisi operasi
- material
- Tipe valve
- Ukuran valve
- Design pressure sesuai dengan operating pressure
- Konstruksi material sesuai dengan standar 6DSS dan spesifikasi perusahaan
- Tipe valve adalah trunnion mount ed sesuai dengan standar 6DSS dan spesifikasi perusahaan
- Ukuran valve 16” dan 24" sesuai dengan ukuran pipeline
Sesuai
Sesuai
(D-31)
2 NGLJ-M-DSH-1103
Ball 150#
Valve 16"
General Valve Data Sheet for Ball Valve Size 16 inch Rating
-API 6D
-ISO 14313
-Kondisi operasi
- material
- Tipe valve
- Ukuran valve
-Design pressure sesuai dengan operating pressure
-Konstruksi material sesuai dengan standar 6D
-Ukuran valve sesuai dengan ukuran piping
-Tipe valve adalah sesuai dengan standar 6D
sesuai
Sesuai (F-8, F-11)
3 NGLJ-M-DSH-1102
Ball 150#
Valve 12"
General Valve Data Sheet for Ball Valve Size 12 inch Rating
-API 6D
-ISO 14313
-Kondisi operasi
- material
- Tipe valve
- Ukuran valve
-Design pressure sesuai dengan operating pressure
-Konstruksi material sesuai dengan standar 6D
-Ukuran valve sesuai dengan ukuran piping
-Tipe valve adalah sesuai dengan standar 6D
Sesuai
Sesuai (F-8, F11)
4 NGLJ-M-DSH-1101
Ball300#
Valve 8"
General Valve Data Sheet for Ball Valve Size 8 inch Rating
-API 6D
-ISO 14313
-Kondisi operasi
- material
- Tipe valve
- Ukuran valve
-Design pressure sesuai dengan operating pressure
-Konstruksi material sesuai dengan standar 6D
-Ukuran valve sesuai dengan ukuran piping
-Tipe valve adalah sesuai dengan standar 6D
sesuai
Sesuai (F-8, F-11)
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
LAMPIRAN 2 – PFD & PID DRAWING
PTIT-ENG-PD-480-002
40
TIE IN PROVISION SHOULD BE VERIFIED AT SITE
SPE
SPE
DPE
DPE
PHE ONWJ
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
LAMPIRAN 3 – VERIFIKASI PERHITUNGAN PROSES
A. LAMPIRAN LINE SIZING
PTIT-ENG-PD-480-002
41
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
A. LAMPIRAN LINE SIZING
PTIT-ENG-PD-480-002
42
LIQUID LINE SIZING
(PENELAAHAN DESAIN INSTALASI PIPA PENYALUR BAWAH LAUT 16” DARI ANJUNGAN LEPAS PANTAI NGLJ KE NEW PLEM-A SPM#3 (MAIN PRODUCTION LINE) DAN INSTALASI PIPA PENYALUR BAWAH LAUT 24” DARI NEW PLEM-B SPM#3 KE TIE-IN SPOOL DI SPM#4 (MAIN LIFTING LINE)
Pipeline
No
Line Service
1
16" NGLJ - New PLEM A SPM#3
2
24" NEW PLEM-B SPM#3 - Tie-in Spool SPM#4
Scenario
Phase
Pressure
Temperature
Flowrate
Option-1
Liquid
Psig
25
°F
80
BPD
38810
lb/ft3
60
kg/m3
961,11
Cp
5,29
0,96
inch
14
inch
13
ft
1,08
Max
Velocity
(API RP
14E)
ft/s
15
Option-2
Liquid
25
80
38810
60
961,11
5,29
0,96
16 (Selected)
15
1,25
15
Option-3
Liquid
25
80
38810
60
961,11
5,29
0,96
20
19
1,58
Option-1
Liquid
50
85
240000
52,87
846,90
5,3
0,85
20
19
Option-2
Liquid
50
85
240000
52,87
846,90
5,3
0,85
24 (Selected)
23
Option-3
Liquid
50
85
240000
52,87
846,90
5,3
0,85
28
25
2,08
Density
Viscosity
SG
Nom.
Diameter
Liquid
Velocity
Remarks
Reynolds
Number
ft/s
2,76
OK
2,07
OK
15
1,29
1,58
15
1,92
15
15
Inside Diameter
ΔP
Calculated
ΔP
Referenced
Remarks
(PHE ONWJ)
Absolute
Roughness
MOC
Friction
Factor
50384,7143
inch
0,0018
CS
0,0211
psi/100ft
0,09
psi/100ft
0,10
43666,7524
0,0018
CS
0,022
0,05
0,05
OK
OK
34473,7519
0,0018
CS
0,0231
0,02
0,02
OK
7,98
OK
187496,866
0,0018
CS
0,0174
0,39
-
OK
5,44
OK
154888,715
0,0018
CS
0,0140
0,12
-
OK
4,61
OK
142497,618
0,0018
CS
0,0175
0,10
-
OK
Liquid
Velocity
Remarks
Reynolds
Number
Absolute
Roughness
MOC
Friction
Factor
ΔP
OK
Piping
No
Line Service
Scenario
Phase
Psig
°F
BPD
lb/ft3
kg/m3
Cp
inch
inch
ft
Max
Velocity
(API RP
14E)
ft/s
psi/100ft
psi/100ft
1
16" Piping Modification NGLJ Platform
-
Liquid
25
80
38810
60
961,11
5,29
0,96
16
15
1,2500
15
2,07
OK
43666,7524
0,0018
CS
0,0220
0,048
-
OK
2
12" Piping Modification NGLJ Platform
-
Liquid
50
85
38810
52,87
846,90
5,3
0,85
12
11,75
0,9792
15
3,37
OK
49027,7709
0,0018
CS
0,0221
0,145
-
OK
3
8" Piping Modification NGLJ Platform
-
Liquid
50
85
38810
52,87
846,90
5,3
0,85
8
7,625
0,6354
15
8,01
OK
75550,99
0,0018
CS
0,0203
1,155
-
OK
Pressure
Temperature
Density
Flowrate
Viscosity
SG
Nom.
Diameter
Inside Diameter
ft/s
inch
ΔP
Referenced
Remarks
(PHE ONWJ)
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
LAMPIRAN 4 – VERIFIKASI PERHITUNGAN PIPA PENYALUR
PTIT-ENG-PD-480-002
43
WALL THICKNESS VERIFICATION
1. INTRODUCTION
The objective of this spreadsheet is to verify the existing wall thickness of pipeline due to pressure and temperature
during operating condition. The wall thickness verification is carried out in accordance with ASME B31.4.
Pipeline
: Arjuna Phase-2
2. REFERENCES
pls update pipeline destination for
16" and 24"
The following references are adopted in this spreadsheet:
[1]. ASME B31.4, Pipeline Transportation Systems for Liquid Hydrocarbons and Other Liquids.
[2]. API Specification 5L, Specification for Line Pipe, 2004.
3. INPUT DATA
3.1. Pipeline Parameters
Pipeline outside diameter
D16 ≔ 16 ⋅ in = 406.4 mm
D24 ≔ 24 ⋅ in = 609.6 mm
Pipeline material
API 5L X-52
Specified minimum yield strength
SMYS ≔ 52000 ⋅ psi = 358.527 MPa
Young's modulus of steel
Es ≔ 207000 ⋅ MPa
Poisson's ratio of steel
ν ≔ 0.3
Thermal expansion coefficient
1
αth ≔ 1.17 ⋅ 10 -5 ⋅ ――
Δ°C
Design pressure
Pd ≔ 260 ⋅ psi = 1.793 MPa
Hydrotest pressure
Ph ≔ Pd ⋅ 1.25 = 325 psi
Operating temperature
Td ≔ 85 °F = 29.444 °C
Thickness nominal pipe
tpl16 ≔ 12.7 ⋅ mm
tpl24 ≔ 14.3 ⋅ mm
Pipeline installation temperature
(ambient temperature)
Corrosion Allowance
Mean
sea
level depth
Appendix
- Wall
Thickness
Verifcation
Tins ≔ 86 °F = 30 °C
CA ≔ 3 mm
WDmsl ≔ 42.9 m
Mean sea level depth
WDmsl ≔ 42.9 m
LAT
LAT ≔ 0.61 m
HAT
HAT ≔ 0.53 m
Seawater density
kg
ρ ≔ 1025 ⋅ ――
m3
Max. Wave height 1 yr period
H1yr ≔ 1.8 m
Max. Wave height 100 yr period
H100yr ≔ 3.6 m
Water depth at LAT
WDmin ≔ WDmsl - LAT
Water depth at MSL
WDmax ≔ WDmsl + HAT
Min. Water depth at 1yr return period
H1yr
WD1yr ≔ WDmin - ――
2
Min. Water depth at 100yr return period
H100yr
WD100yr ≔ WDmin - ――
2
sea water density
kg
ρsw ≔ 1025 ――
m3
3.2. Factors Based on ASME B31.4
Design factor Pipeline
Fd ≔ 0.72
Design factor for hydrotest
Fh ≔ 0.9
Weld joint factor
Design factor for hoop stress
Factor for longitudinal stress
Factor for combined stress
Appendix - Wall Thickness Verifcation
E ≔ 1.0
FDH ≔ Fd
FDL ≔ 0.8
FDC ≔ 0.9
4. CALCULATION
4.1. 16" Main Production Line NGLJ - PLEM-A
4.1.1. Thickness Calculation for Internal Pressure Containment
external pressure at max depth
Pemx ≔ ρsw ⋅ g ⋅ WDmax
external pressure at min depth
Pemn ≔ ρsw ⋅ g ⋅ WD100yr
operating
Minimum required wall thickness - operating
⎛⎝Pd - Pemn⎞⎠ ⋅ D16
tmin16 ≔ ―――――
2 ⋅ SMYS ⋅ Fd ⋅ E
tm16 ≔ tmin16 + CA = 4.091 mm
Check for selected wall
thickness
tm16 = 0.16 in
Check16 ≔ ‖ if tpl16 > tm16 | |
‖
||
‖ ‖‖ “OK”
||
‖
||
‖ else
||
‖
‖ ‖ “NOT OK” | |
|
‖
Check16 = “OK”
hydrotest
Minimum required wall thickness - hydrotest
⎛⎝Ph - Pemn⎞⎠ ⋅ D16
tmh16 ≔ ―――――
2 ⋅ SMYS ⋅ Fd ⋅ E
tmh16 = 1.444 mm
Check for selected wall
thickness
tmh16 = 0.06 in
Checkh16 ≔ ‖ if tpl16 > tmh16 | |
‖
||
‖ ‖‖ “OK”
||
‖
||
‖ else
||
‖ ‖‖ “NOT OK” | |
|
‖
Checkh16 = “OK”
4.1.2. Hoop Stress Verification
Hoop stress
⎛⎝Pd - Pemn⎞⎠ ⋅ D16
SH16 ≔ ―――――
2 ⋅ tpl16
SH16 = 22.17 MPa
SH16 = 3215.52 psi
Allowable hoop stress
Sall_H ≔ SMYS ⋅ FDH ⋅ E
Sall_H = 258.14 MPa
Sall_H = 37440.00 psi
Ratio for hoop stress verification
Appendix - Wall Thickness Verifcation
SH16
RH16 ≔ ――
Sall_H
RH16 = 0.09
Check for hoop stress verification
CheckH16 ≔ if ⎛⎝SH16 < Sall_H , “OK” , “NOT OK”⎞⎠
CheckH16 = “OK”
4.1.3. Longitudinal Stress Verification
Thermal expansion stress
SE16 ≔ Es ⋅ αth ⋅ ⎛⎝Tins - Td⎞⎠
SE16 = 1.35 MPa
Longitudinal stress due to internal pressure
SP16 ≔ 0.3 ⋅ SH16
SP16 = 6.65 MPa
Longitudinal stress due to other bending load
SB ≔ 0
Longitudinal stress due to axial load due to
other than pressure and temperature
SX ≔ 0
Net longitudinal stress
SL16 ≔ SE16 + SP16 + SB + SX
SL16 = 8.00 MPa
SL16 = 1159.80 psi
Allowable longitudinal stress
(Ref. [1], Section A402.3.5)
Sall_L ≔ FDL ⋅ SMYS
Sall_L = 286.82 MPa
Sall_L = 41600.00 psi
Ratio for longitudinal stress verification
SL16
RL16 ≔ ――
Sall_L
Check for longitudinal stress verification
CheckL16 ≔ if ⎛⎝SL16 < Sall_L , “OK” , “NOT OK”⎞⎠
RL16 = 0.03
CheckL16 = “OK”
4.1.4. Combined Stress Verification
Combined stress
(Ref. [1], Section A402.3.5)
SH16 2 + SL16 2 - SH16 ⋅ SL16
SC116 ≔ ‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾
2
‾‾‾‾‾‾‾‾‾‾‾
⎛ SL16 - SH16 ⎞
3
SC216 ≔ 2 ⋅ ⎜――――
⎟ = ⎛⎝2.056 ⋅ 10 ⎞⎠ psi
2
⎝
⎠
SC16 ≔ max ⎛⎝SC116 , SC216⎞⎠
SC16 = 19.45 MPa
SC16 = 2820.52 psi
Allowable combined stress
(Ref. [1], Section A402.3.5)
Sall_C ≔ FDC ⋅ SMYS
Sall_C = 322.67 MPa
Sall_C = 46800.00 psi
Ratio for combined stress verification
Appendix - Wall Thickness Verifcation
SC16
RC16 ≔ ――
Sall_C
RC16 = 0.06
Check for combined stress verification
CheckC16 ≔ if ⎛⎝SC16 < Sall_C , “OK” , “NOT OK”⎞⎠
CheckC16 = “OK”
4.2. 24" Main Lifting Line from PLEM-B - Tie-in Spool
4.2.1. Thickness Calculation for Internal Pressure Containment
operating
Minimum required wall thickness - operating
⎛⎝Pd - Pemn⎞⎠ ⋅ D24
tmin24 ≔ ―――――
2 ⋅ SMYS ⋅ Fd ⋅ E
tm24 ≔ tmin24 + CA = 4.636 mm
Check for selected wall
thickness
tm24 = 0.18 in
Check24 ≔ ‖ if tpl24 > tm24 | |
‖
||
‖ ‖‖ “OK”
||
‖
||
‖ else
||
‖ ‖‖ “NOT OK” | |
|
‖
Check24 = “OK”
hydrotest
Minimum required wall thickness - hydrotest
⎛⎝Ph - Pemn⎞⎠ ⋅ D24
tmh24 ≔ ―――――
2 ⋅ SMYS ⋅ Fd ⋅ E
tmh24 = 2.165 mm
Check for selected wall
thickness
tmh24 = 0.09 in
Checkh24 ≔ ‖ if tpl24 > tmh24 | |
‖
||
‖ ‖‖ “OK”
||
‖
||
‖ else
||
‖ ‖‖ “NOT OK” | |
|
‖
Checkh24 = “OK”
4.2.2. Hoop Stress Verification
Hoop stress
⎛⎝Pd - Pemn⎞⎠ ⋅ D24
SH24 ≔ ―――――
2 ⋅ tpl24
SH24 = 29.53 MPa
SH24 = 4283.61 psi
Allowable hoop stress
Sall_H = 258.14 MPa
Sall_H = 37440.00 psi
Ratio for hoop stress verification
Appendix - Wall Thickness Verifcation
SH24
RH24 ≔ ――
Sall_H
RH24 = 0.11
Check for hoop stress verification
CheckH24 ≔ if ⎛⎝SH24 < Sall_H , “OK” , “NOT OK”⎞⎠
CheckH24 = “OK”
4.2.3. Longitudinal Stress Verification
Thermal expansion stress
SE24 ≔ Es ⋅ αth ⋅ ⎛⎝Tins - Td⎞⎠
SE24 = 1.35 MPa
Longitudinal stress due to internal pressure
SP24 ≔ 0.3 ⋅ SH24
SP24 = 8.86 MPa
Longitudinal stress due to other bending load
SB ≔ 0
Longitudinal stress due to axial load due to
other than pressure and temperature
SX ≔ 0
Net longitudinal stress
SL24 ≔ SE24 + SP24 + SB + SX
SL24 = 10.21 MPa
SL24 = 1480.23 psi
Allowable longitudinal stress
(Ref. [1], Section A402.3.5)
Sall_L ≔ FDL ⋅ SMYS
Sall_L = 286.82 MPa
Sall_L = 41600.00 psi
Ratio for longitudinal stress verification
SL24
RL24 ≔ ――
Sall_L
Check for longitudinal stress verification
CheckL24 ≔ if ⎛⎝SL24 < Sall_L , “OK” , “NOT OK”⎞⎠
RL24 = 0.04
CheckL24 = “OK”
4.2.4. Combined Stress Verification
Combined stress
(Ref. [1], Section A402.3.5)
SH24 2 + SL24 2 - SH24 ⋅ SL24
SC124 ≔ ‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾
2
‾‾‾‾‾‾‾‾‾‾‾
⎛ SL24 - SH24 ⎞
3
SC224 ≔ 2 ⋅ ⎜――――
⎟ = ⎛⎝2.803 ⋅ 10 ⎞⎠ psi
2
⎝
⎠
SC24 ≔ max ⎛⎝SC124 , SC224⎞⎠
SC24 = 25.98 MPa
SC24 = 3768.25 psi
Allowable combined stress
(Ref. [1], Section A402.3.5)
Sall_C = 322.67 MPa
Sall_C = 46800.00 psi
Ratio for combined stress verification
Appendix - Wall Thickness Verifcation
SC24
RC24 ≔ ――
Sall_C
RC24 = 0.08
Check for combined stress verification
CheckC24 ≔ if ⎛⎝SC24 < Sall_C , “OK” , “NOT OK”⎞⎠
CheckC24 = “OK”
Appendix - Wall Thickness Verifcation
5. SUMMARY
5.2. 16" Main Production Line
thickness required
- pipeline
+ operation
+ hydrotest
tm16 = 4.091 mm
tmh16 = 1.444 mm
hoop stress
SH16 = 3215.52 psi
allowable hoop stress
Sall_H = 37440.00 psi
longitudinal stress
SL16 = 1159.80 psi
allowable longitudinal stress
Sall_L = 41600.00 psi
combined stress
SC16 = 2820.52 psi
allowable combined stress
Sall_C = 46800.00 psi
5.2. 24" Main Lifting Line
thickness required
- pipeline
+ operation
+ hydrotest
tm24 = 4.636 mm
tmh24 = 2.165 mm
hoop stress
SH24 = 4283.61 psi
allowable hoop stress
Sall_H = 37440.00 psi
longitudinal stress
SL24 = 1480.23 psi
allowable longitudinal stress
Sall_L = 41600.00 psi
combined stress
SC24 = 3768.25 psi
allowable combined stress
Sall_C = 46800.00 psi
Appendix - Wall Thickness Verifcation
WALL THICKNESS VERIFICATION
1. INTRODUCTION
The objective of this spreadsheet is to verify the existing wall thickness of pipeline due to external pressure during
operating condition. The wall thickness verification is carried out in accordance with API RP1111
Pipeline
: Arjuna Phase-2
2. REFERENCES
pls update pipeline destination for
16" and 24"
The following references are adopted in this spreadsheet:
[1]. API RP1111. Design, Construction, Operation, and Maintenance of Offshore Hydrocarbon Pipelines.
[2]. API Specification 5L, Specification for Line Pipe, 2004.
3. INPUT DATA
3.1. Pipe parameter
Pipeline outside diameter
Da ≔ 24 ⋅ in
Db ≔ 24 ⋅ in
Pipeline material
API 5L X-52
Specified minimum yield strength
SMYS ≔ 52000 ⋅ psi
Young's modulus of steel
Es ≔ 207000 ⋅ MPa
Poisson's ratio of steel
ν ≔ 0.3
Thermal expansion coefficient
1
αth ≔ 1.17 ⋅ 10 -5 ⋅ ――
Δ°C
Corrosion Allowance
CA ≔ 3 mm
3.2. Environment data
Mean sea level depth
WDmsl ≔ 42.9 m
LAT
LAT ≔ 0.61 m
HAT
HAT ≔ 0.53 m
Seawater density
kg
ρ ≔ 1025 ⋅ ――
m3
kg
ρ ≔ 1025 ⋅ ――
m3
Significant Wave height 1 yr period
H1yr ≔ 1.8 m
Significant Wave height 100 yr period
H100yr ≔ 3.6 m
Water depth at LAT
WDmin ≔ WDmsl - LAT
Water depth at MSL
WDmax ≔ WDmsl + HAT
Max. Water depth at 1yr return period
H1yr
WD1yr ≔ WDmax + ――
2
Max. Water depth at 100yr return period
H100yr
WD100yr ≔ WDmax + ――
2
3.3. Pressure data
Design pressure / MOP
Pd ≔ 260 ⋅ psi
Design temperature / MOT
Td ≔ 200 °F = 93.333 °C
Hydrotest pressure
Ph ≔ 1.25 ⋅ Pd = 325 psi
3.4. Factors Based on API RP1111
Collapse factor
(according to API RP1111 chapter 4.3.2.1.)
Propagating buckle design factor
(according to API RP1111 chapter 4.3.2.1.)
fo ≔ 0.7
fp ≔ 0.8
4. CALCULATION
4.1. External Pressure Collapse
Maximum external hydrostatic pressure 1yr return
period
Pe1yr ≔ ρ ⋅ g ⋅ WD1yr = 0.446 MPa
Maximum external hydrostatic pressure 100yr return
period
Pe100yr ≔ ρ ⋅ g ⋅ WD100yr = 0.455 MPa
4.2. Calculate Wall Thickness according to External Pressure Collapse
Outside diameter
D ≔ Da
Yield pressure at collapse
⎛ t ⎞
Py (t) ≔ 2 ⋅ SMYS ⋅ ⎜―⎟
⎝D⎠
(according to API RP1111 chapter 4.3.2.1.)
Ellastic collapse pressure of the pipe
(according to API RP1111 chapter 4.3.2.1.)
Collapse pressure of the pipe
(according to API RP1111 chapter 4.3.2.1.)
⎛ t ⎞3
⎜―⎟
⎝D⎠
(
)
Pe t ≔ 2. ⋅ Es ⋅ ――
1-ν
P y (t ) ⋅ P e (t )
Pc (t) ≔ ―――――――
2
2
‾‾‾‾‾‾‾‾‾‾‾‾‾‾
⎛⎝Py (t)⎞⎠ + ⎛⎝Pe (t)⎞⎠
Installation Condition
Internal pressure
Wall thickness required
Pi.collapse.ins ≔ 0 ⋅ psi
tcollapse.ins ≔ root ⎛⎝⎛⎝fo ⋅ Pc (t)⎞⎠ - ⎛⎝Pe1yr - Pi.collapse.ins⎞⎠ , t , 0.01 mm , 20 mm⎞⎠
tcollapse.ins = 6.255 mm
tcoll.in ≔ tcollapse.ins = 6.255 mm
Operation Condition
Internal pressure
Pi.collapse.op ≔ 0 ⋅ psi
(assumed 0 as a conservative measure)
Wall thickness required
tcollapse.op ≔ root ⎛⎝⎛⎝fo ⋅ Pc (t)⎞⎠ - ⎛⎝Pe100yr - Pi.collapse.op⎞⎠ , t , 0.01 mm , 20 mm⎞⎠
tcollapse.op = 6.297 mm
tcoll.op ≔ tcollapse.op + CA = 9.297 mm
4.3. Calculate Wall Thickness according to Propagation Buckling
Buckle Propagation Pressure
(according to API RP1111 chapter 4.3.2.3.)
⎛ t ⎞ 2.4
Pp (t) ≔ 24 ⋅ SMYS ⋅ ⎜―⎟
⎝D⎠
Installation Condition
Internal pressure
Wall thickness required
Pi.prop.ins ≔ 0 psi
tpropagation.in ≔ root ⎛⎝⎛⎝fp ⋅ Pp (t)⎞⎠ - ⎛⎝Pe1yr - Pi.prop.ins⎞⎠ , t , 0.01 mm , 20 mm⎞⎠
tpropagation.in = 10.957 mm
tprop.in ≔ tpropagation.in = 10.957 mm
Operation Condition
Internal pressure
Pi.prop.op ≔ 0 psi
(assumed 0 as a conservative measure)
Wall thickness required
tpropagation.op ≔ root ⎛⎝⎛⎝fp ⋅ Pp (t)⎞⎠ - ⎛⎝Pe100yr - Pi.prop.op⎞⎠ , t , 0.01 mm , 20 mm⎞⎠
tpropagation.op = 11.049 mm
tprop.op ≔ tpropagation.op + CA = 14.049 mm
4.4. Calculate Wall Thickness according to Combined Bending and External Pressure
Maximum Tolerance for diameter of pipe
for pipe body
Dmaxtolbody ≔ max ⎛⎝0.5 mm , 0.0075 ⋅ Da⎞⎠ = 4.572 mm
ref[2] - table J-3
Maximum Tolerance for diameter of pipe
for pipe end
Dmaxtolend ≔ max ⎛⎝0.5 mm , 0.005 ⋅ Da⎞⎠ = 3.048 mm
ref[2] - table J-3
Maximum Tolerance for diameter of pipe
Dmaxtol ≔ max ⎛⎝Dmaxtolbody , Dmaxtolend⎞⎠ = 4.572 mm
Minimum Tolerance for diameter of pipe
Dmintol ≔ Dmaxtol ⋅ -1 = -4.572 mm
Maximum diameter of pipe
Dmax ≔ Da + Dmaxtol = 614.172 mm
Minimum diameter of pipe
Dmin ≔ Da + Dmintol = 605.028 mm
Pipe ovality
ref[1] - section 4.3.2.
Dmax - Dmin
= 0.008
δ ≔ ――――
Dmax + Dmin
Collapse reduction factor
gδ ≔ (1 + 20 ⋅ δ)
ref[1] - section 4.3.2.
Collapse factor for combined
bending and external pressure
Buckling strain under pure
bending
ref[1] - section 4.3.2.
fc ≔ 0.7
t
εb (t) ≔ ――
2 ⋅ Da
-1
gδ = 0.87
Yield pressure at collapse
(according to API RP1111 chapter 4.3.2.1.)
Ellastic collapse pressure of the pipe
(according to API RP1111 chapter 4.3.2.1.)
Collapse pressure of the pipe
(according to API RP1111 chapter 4.3.2.1.)
Maximum bending strain
ref[1] - Annex D
Safety factor
⎛ t ⎞
Py1 (t) ≔ 2 ⋅ SMYS ⋅ ⎜―⎟
⎝D⎠
⎛ t ⎞3
⎜―⎟
⎝D⎠
(
)
Pe1 t ≔ 2. ⋅ Es ⋅ ――
1-ν
Py1 (t) ⋅ Pe1 (t)
Pc1 (t) ≔ ―――――――
2
2
‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾
⎛⎝Py1 (t)⎞⎠ + ⎛⎝Pe1 (t)⎞⎠
ε1 ≔ 0.15%
f1 ≔ 2
Intallation Condition
Internal pressure
Wall thickness required
Pi.comb.in ≔ 0 psi
⎛⎛
⎛⎝Pe1yr - Pi.comb.in⎞⎠ ⎞
⎞
tcombined.in ≔ root ⎜⎜gδ - ―――――⎟ ⋅ εb (t) - ε1 ⋅ f1 , t , 0.01 mm , 20 mm⎟
Pc1 (t)
⎝⎝
⎠
⎠
tcombined.in = 7.617 mm
tcomb.in ≔ tcombined.in = 7.617 mm
Operation Condition
Internal pressure
Pi.comb.op ≔ 0 psi
(assumed 0 as a conservative measure)
Wall thickness required
⎛⎛
⎛⎝Pe100yr - Pi.comb.op⎞⎠ ⎞
⎞
tcombined.op ≔ root ⎜⎜gδ - ――――――
⎟ ⋅ εb (t) - ε1 ⋅ f1 , t , 0.01 mm , 20 mm⎟
Pc1 (t)
⎝⎝
⎠
⎠
tcombined.op = 7.654 mm
tcomb.op ≔ tcombined.op + CA = 10.654 mm
5. Summary
5.1. Thickness required external pressure collapse criteria
Installation
tcoll.in = 6.255 mm
Operating
tcoll.op = 9.297 mm
5.2. Thickness required propagation buckling criteria
Installation
tprop.in = 10.957 mm
Operating
tprop.op = 14.049 mm
5.3. Thickness required propagation buckling criteria
Installation
tcomb.in = 7.617 mm
Operating
tcomb.op = 10.654 mm
ON BOTTOM STABILITY ANALYSIS
1. INTRODUCTION
The objective of this spreadsheet is to determine minimum coating concrete thickness to prevent lateral and
vertical movement of the pipeline in operating condition.
Pipeline
: 16” Main Production Line
2. REFERENCES
pls update pipeline destination
The following references are adopted in this spreadsheet:
[1]. DNV F109 - On-Bottom Stability Design of Submarine Pipelines
[2]. API Specification 5L, Specification for Line Pipe, 2004.
[3]. CP-W-DBS-3101_1, Subsea Pipeline and Facilities Design Basis Report
3. INPUT DATA
3.1. PIPE DATA
Thickness (nominal)
t ≔ 12.7 ⋅ mm
Thickness (actual)
tact ≔ 12.7 ⋅ mm
Pipeline diameter
D ≔ 16 ⋅ in
Corrosion allowance
CA ≔ 3 ⋅ mm
Pipe density
kg
ρst ≔ 7850 ⋅ ――
m3
Content density
kg
ρc ≔ 846.89 ⋅ ――
m3
Pipe joint length
Lay condition
Water depth
Lampiran - Analisis Stabilitas OnBottom
Lengthpipe ≔ 12.1 ⋅ m
lay ≔ “Seabed”
h ≔ 42.9 ⋅ m
3.2. COATING DATA
Coating (3LPE) thickness
t3lpe ≔ 3.2 ⋅ mm
Coating (3LPE) density
kg
ρ3lpe ≔ 940 ⋅ ――
m3
Coating (3LPE) cutback
Concrete density
cb3lpe ≔ 150 ⋅ mm
tcc ≔ Tcc
Concrete density
kg
ρconc ≔ 3040 ⋅ ――
m3
Concrete cutback
cbconc ≔ 300 ⋅ mm
3.3. ENVIRONMENT DATA
Water density
kg
ρw ≔ 1000 ⋅ ――
m3
Seawater density
kg
ρsw ≔ 1025 ⋅ ――
m3
Constant for end support
(assumed pinned-pinned)
Ce ≔ 9.87
Marine growth density
kg
ρmg ≔ 1410 ⋅ ――
m3
Marine growth thickness
tmg ≔ 0 ⋅ mm
Type of soil
Typesoil ≔ “Clay”
Submerged soil density
kg
ρsub_soil ≔ 1377 ⋅ ――
m3
Lampiran - Analisis Stabilitas OnBottom
kg
ρsub_soil ≔ 1377 ⋅ ――
m3
Soil density
γsoil ≔ ρsub_soil ⋅ g
Undrained shear strength
Su ≔ 4.83 ⋅ kPa
Soil friction factor
(DNV F109 Section 3.4.6.)
Angle of internal friction
μ ≔ ‖ if Typesoil ＝ “Clay”| |
‖
||
‖ ‖‖ 0.2
||
‖
||
‖ if Typesoil ＝ “Sand”| |
‖ ‖ 0.6
| ||
‖ ‖
ϕs ≔ 20 ⋅ deg
3.3.1. WAVE AND CURRENT DATA
Average current velocity
(100yr return period)
m
Vs ≔ 0.36 ⋅ ―
s
Significant wave height
(100yr return period)
Hs ≔ 3.6 ⋅ m
Significant wave period
(100yr return period)
Ts ≔ 8.3 ⋅ s
Significant wave length
(100yr return period)
Ls ≔ 108.5 ⋅ m
Angle of current direction to pipe
Angle of wave direction to pipe
4. CALCULATION
Lampiran - Analisis Stabilitas OnBottom
θc ≔ 90 ⋅ °
θw ≔ 90 ⋅ °
4. CALCULATION
Inside diameter
(uncorroded)
IDunc ≔ D - 2 ⋅ t
Inside diameter
(corroded)
IDcor ≔ D - (2 ⋅ t - 2 ⋅ CA)
Inside diameter
(uncorroded)
IDact ≔ D - ⎛⎝2 ⋅ tact⎞⎠
Outside diameter of pipe+3LPE
D3lpe ≔ D + 2 ⋅ t3lpe
Outside diameter of pipe+3LPE+Concrete
Dconc ≔ D + 2 ⋅ t3lpe + 2 ⋅ tcc
Outside diameter of
pipe+3LPE+Concrete+MarineGrowth
Dtotal ≔ D + 2 ⋅ t3lpe + 2 ⋅ tcc + 2 ⋅ tmg
4.0. WEIGHT AND FORCE CALCULATION
Area of pipe only
π
Apipe ≔ ―⋅ ⎛⎝D 2 ⎞⎠
4
Area of uncorroded pipe
π
Auncpipe ≔ ―⋅ ⎛⎝D 2 - IDunc 2 ⎞⎠
4
Area of corroded pipe
π
Acorpipe ≔ ―⋅ ⎛⎝D 2 - IDcor 2 ⎞⎠
4
Area of act pipe
π
Aactpipe ≔ ―⋅ ⎛⎝D 2 - IDact 2 ⎞⎠
4
Area of content
Area of coating (3LPE)
Lampiran - Analisis Stabilitas OnBottom
Ac (x) ≔ ‖ if x ＝ “uncorroded”| |
‖ ‖
||
‖ ‖ Apipe - Auncpipe | |
‖
| |
‖ if x ＝ “corroded”| |
‖ ‖ Apipe - Acorpipe | |
‖ ‖
|
‖ if x ＝ “actual” | |
‖ ‖ Apipe - Aactpipe | |
| |
‖ ‖
π
A3lpe ≔ ―⋅ ⎛⎝D3lpe 2 - D 2 ⎞⎠
4
π
A3lpe ≔ ―⋅ ⎛⎝D3lpe 2 - D 2 ⎞⎠
4
Area of concrete
π
Aconc ≔ ―⋅ ⎛⎝Dconc 2 - D3lpe 2 ⎞⎠
4
Area of marine growth
π
Amg ≔ ―⋅ ⎛⎝Dtotal 2 - Dconc 2 ⎞⎠
4
Volume of pipe
(perjoint)
⎛π
⎞
VolPipe ≔ ⎜―⋅ ⎛⎝D 2 ⎞⎠⎟ ⋅ Lengthpipe
⎝4
⎠
Volume of coating (3LPE)
(perjoint)
Vol3lpe ≔ A3lpe ⋅ ⎛⎝Lengthpipe - 2 ⋅ cb3lpe⎞⎠
Volume of concrete
(perjoint)
Volconc ≔ Aconc ⋅ ⎛⎝Lengthpipe - 2 ⋅ cbconc⎞⎠
Volume of marine growth
(perjoint)
Volmg ≔ Amg ⋅ ⎛⎝Lengthpipe - 2 ⋅ cbconc⎞⎠
Volume total
(perjoint)
Voltotal ≔ VolPipe + Vol3lpe + Volconc + Volmg
Weight of pipe uncorroded
(perjoint)
Wpipe_unc ≔ ρst ⋅ ⎛⎝Auncpipe⎞⎠ ⋅ Lengthpipe
Weight of pipe corroded
(perjoint)
Wpipe_cor ≔ ρst ⋅ ⎛⎝Acorpipe⎞⎠ ⋅ Lengthpipe
Weight of pipe actual
(perjoint)
Wpipe_act ≔ ρst ⋅ ⎛⎝Aactpipe⎞⎠ ⋅ Lengthpipe
Weight of coating (3LPE)
(perjoint)
W3lpe ≔ ρ3lpe ⋅ Vol3lpe
Weight of Concrete
(perjoint)
Wconc ≔ ρconc ⋅ Volconc
Weight of marine growth
(perjoint)
Lampiran - Analisis Stabilitas OnBottom
Wmg ≔ ρmg ⋅ Volmg
Weight total
(perjoint)
Wtotal (x , y) ≔ x + y + W3lpe + Wconc + Wmg
|
|
Wtot (x , y) ≔ ‖ if y ＝ “empty”
‖ ‖
|
|
‖ ‖ if x ＝ “uncorroded” | |
|
|
‖ ‖ ‖ W ⎛W
|
⎞
|
,
0
‖ ‖ ‖ total ⎝ pipe_unc ⎠ | |
|
||
‖ ‖ if x ＝ “corroded”
|
|
‖ ‖ ‖
|
⎛
⎞ |
‖ ‖ ‖ Wtotal ⎝Wpipe_cor , 0⎠ | |
|
‖ ‖ if x ＝ “actual”
|
||
‖ ‖ ‖
|
|
|
‖ ‖ ‖ Wtotal ⎝⎛Wpipe_act , 0⎠⎞ | |
|
‖
|
||
‖ if y ＝ “isi”
‖ ‖ if x ＝ “uncorroded”
|||
‖
‖
|||
‖
‖ ‖ ‖ Wtotal ⎛⎝Wpipe_unc , ⎛⎝ρc ⋅ Ac (x) ⋅ Lengthpipe⎞⎠⎞⎠ | | |
|
‖ ‖ if x ＝ “corroded”
| ||
‖ ‖ ‖
| |
‖ ‖ ‖ Wtotal ⎛⎝Wpipe_cor , ⎛⎝ρc ⋅ Ac (x) ⋅ Lengthpipe⎞⎠⎞⎠ | | |
|
‖ ‖
| ||
‖ ‖ if x ＝ “actual”
| |
‖ ‖ ‖‖ Wtotal ⎛⎝Wpipe_act , ⎛⎝ρc ⋅ Ac (x) ⋅ Lengthpipe⎞⎠⎞⎠ | | |
||
‖ ‖
Fb ≔ ρsw ⋅ Voltotal ⋅ g
Bouyancy force
Wsub (x , y) ≔ Wtot (x , y) ⋅ g - Fb
Submerged weight
Wsub (x , y)
Ws (x , y) ≔ ――――
Lengthpipe
Submerged weight per unit length
4.1. VERTICAL STABILITY
4.1.1. IN WATER
Safety factor
(DNV F109 section 3.2.1.)
Check vertical stability on water
(check against floating)
γw ≔ 1.1
‖ ⎛
||
⎞
Fb
Checkvs_water (x , y) ≔ ‖ if ⎜γw ⋅ ―――――
⎟ ≤ 1| |
‖ ⎝
Wsub (x , y) + Fb ⎠
||
‖ ‖
||
‖ ‖ “Okay”
||
‖ else
||
‖ ‖
||
| ||
‖‖ ‖ “Not Okay”
Checkvs_water (“actual” , “empty”) = “Okay”
4.1.2 ON AND IN SOIL
pls adjust
Vertical soil reaction and penetration (According to DNV RP F105)
Bearing capacity factors
Lampiran(Section
- Analisis7.4.1
Stabilitas
DNVOnBottom
F105)
⎛
ϕs ⎞
Nq ≔ exp ⎛⎝π ⋅ tan ⎛⎝ϕs⎞⎠⎞⎠ ⋅ tan ⎜45 ⋅ ° + ―⎟
2⎠
⎝
2
Nq = 6.399
⎛
ϕs ⎞
Nq ≔ exp ⎛⎝π ⋅ tan ⎛⎝ϕs⎞⎠⎞⎠ ⋅ tan ⎜45 ⋅ ° + ―⎟
2⎠
⎝
Bearing capacity factors
(Section 7.4.1 DNV F105)
2
Nq = 6.399
Nc ≔ π + 2
Nc = 5.142
Nγ ≔ 1.5 ⋅ ⎛⎝Nq - 1⎞⎠ ⋅ tan ⎛⎝ϕs⎞⎠
Nγ = 2.948
Diameter main pipe
Dv ≔ Dconc
Dv = 482.8 mm
Contact width for pipe-soil interaction
||
B (v) ≔ ‖ if v ≤ 0.5 ⋅ Dv
‖
||
‖ ‖ 2 ⋅ ‾‾‾‾‾‾‾‾
|
⎛
⎞
D
v
⋅
v
⎝ v ⎠ || |
‖ ‖‖
‖ if v > 0.5 ⋅ Dv|
|
|
‖ ‖
|
||
‖ ‖ Dv
|
|
‖
Bearing capacity - sand
⎛
⎛
⎞
⎞
Dv
Rsand (v) ≔ γsoil ⋅ B (v) ⋅ ⎜Nq ⋅ max ⎜v - ― , 0 ⋅ m⎟ + 0.5 ⋅ Nγ ⋅ B (v)⎟
4
⎝
⎝
⎠
⎠
Cross sectional area
of penetrated part of pipe
Bearing capacity - clay
(constant shear strength)
Vertical penetration -guess value
Ap (v) ≔ ‖ if v ≤ 0.5 ⋅ Dv| |
‖
||
‖ ‖‖ B (v) ⋅ v | |
‖
||
‖ if v > 0.5 ⋅ Dv| |
‖ ‖ B (v ) ⋅ v | |
|
‖ ‖
Rsand (0.2 ⋅ m) = ⎛⎝7.762 ⋅ 1
Rclay (v) ≔ Nc ⋅ Su ⋅ B (v) + γsoil ⋅ Ap (v)
Rclay (0.2 ⋅ m) = ⎛⎝1.31 ⋅ 10
v ≔ 0.0001 ⋅ Dv
Solve bearing capacity for pentration
equal to half diameter for info only
Solve vertical penetration
for vertical equilibrium
Rvsoil (v) ≔ ‖ if Typesoil ＝ “Sand”| |
‖
||
‖ ‖ Rsand (v)
|| |
‖ ‖
|
‖ if Typesoil ＝ “Clay”| |
||
‖ ‖ R (v )
|| |
clay
‖ ‖
v = 0.048 mm
Rvsoil (v) = 0.24 kN ⋅ m -1
||
vp (x , y) ≔ ‖ if Typesoil ＝ “Sand”
‖
||
‖ ‖ root ⎛⎝Rsand (v) - Ws (x , y) , v⎞⎠ | |
||
‖ ‖
||
‖ if Typesoil ＝ “Clay”
‖ ‖ root ⎛R (v) - W (x , y) , v⎞ | |
⎝ clay
⎠ || |
s
‖ ‖
pls adjust
Check against sinking
γsub_soil ≔ ρsub_soil
Check vertical stability on soil
(check against sinking)
Wtot (x , y)
γpipe (x , y) ≔ ―――
Voltotal
||
Checkvs_soil (x , y) ≔ ‖ if γpipe (x , y) < γsub_soil
‖
||
‖ ‖‖ “Okay”
||
‖
||
‖ else
||
‖ ‖‖ “Check Soil Penetrating Limit” | |
|
‖
Soil penetrating limit
Check vertical stability on soil
(check soil penetrating limit)
Lampiran - Analisis Stabilitas OnBottom
Checkvs_soil (“uncorroded” , “isi”) = “Check Soil Penetrating Limit”
Checkvs_soiltotal (x , y) ≔ ‖ if γpipe (x , y) > γsub_soil| |
‖
||
‖ ‖
Dv | | |
‖ ‖ if vp (x , y) < ―| | |
2 | |
‖ ‖
|
| ||
‖ ‖ ‖‖ “Okay”
‖
| |
‖
Check vertical stability on soil
(check soil penetrating limit)
Checkvs_soiltotal (x , y) ≔ ‖ if γpipe (x , y) > γsub_soil| |
‖
||
‖ ‖
Dv | | |
‖ ‖ if vp (x , y) < ―| | |
2 | |
‖ ‖
|
| ||
‖ ‖ ‖‖ “Okay”
‖
| ||
‖
| ||
‖ ‖ else
‖ ‖ ‖‖ “Not okay” || | |
‖ ‖
||
‖ else
||
‖ ‖ “Okay”
|| |
‖ ‖
|
Checkvs_soiltotal (“uncorroded” , “isi”) = “Okay”
4.2. LATERAL STABILITY
Lampiran - Analisis Stabilitas OnBottom
pls adjust
⎛⎝γsub_soil ⋅ g⎞⎠ ⋅ Dconc 2
κsi (x , y) ≔ ――――――
W s (x , y )
Su ⋅ Dconc
κci (x , y) ≔ ―――
W s (x , y )
κsi (“actual” , “empty”) = 3.807
Su
Gci ≔ ――――――――
Dconc ⋅ ⎛⎝g ⋅ ⎛⎝γsub_soil - ρw⎞⎠⎞⎠
κci (“actual” , “empty”) = 2.821
Gci = 2.706
Initial Penetration
(eq 3.27)
|
%zpi (x , y) ≔ ‖ if Typesoil ＝ “Sand” |
‖
|
|
-0.67
‖ ‖
|
|
‖ ‖‖ 0.037 ⋅ κsi (x , y)
|
|
‖ if Type ＝ “Clay”
|
|
soil
‖
|
|
‖ ‖ ⎛⎛
⎛ Gci 0.3 ⎞ 3.2⎞ ⎛
⎛ Gci 0.3 ⎞ 0.7⎞⎞ | |
‖
‖ ⎜⎜0.0071 ⋅ ⎜―――
⎟ ⎟ + ⎜0.062 ⋅ ⎜―――
⎟ ⎟⎟ | |
⎟
⎜
(
)
(
)
‖ ‖ ⎜⎝⎜⎝
κ
x
,
y
κ
x
,
y
⎜⎝ ci
⎟⎠ ⎠ ⎝
⎜⎝ ci
⎟⎠ ⎟⎠⎟⎠ || |
|
‖ ‖
%zpi (“actual” , “empty”) = 0.038
zpi (x , y) ≔ %zpi (x , y) ⋅ Dconc
zpi (“actual” , “empty”) = 0.018 m
Penetration due to movement
Penetration due to movement considered to
be 25% of the diameter of pipe (including all
coatings)
zpm (x) ≔ x ⋅ Dconc
x ≔ 25%
zpm (x) = 0.121 m
Total penetration
zp (a , b) ≔ zpi (a , b) + zpm (x)
zp (“actual” , “empty”) = 0.139 m
Load reduction
Reduction due to permeable seabed
Reduction due to penetration
Lampiran - Analisis Stabilitas OnBottom
rperm.z ≔ 0.7
‖ z (x , y )
||
p
< 0.5 | |
rpen.y (x , y) ≔ ‖ if ―――
‖
Dconc
||
‖ ‖
||
‖ ‖ 1 - 1.4 ⋅ zp (x , y) | |
―――|
‖ ‖
Dconc |
‖
‖
||
‖ else
||
‖ ‖ 0.3
|| |
‖ ‖
|
‖ z (x , y )
p
≥ 0.1
rpen.z (x , y) ≔ ‖ if ―――
‖
Dconc
‖
||
||
||
|
‖ z (x , y )
||
p
≥ 0.1
rpen.z (x , y) ≔ ‖ if ―――
||
‖
Dconc
||
‖ ‖
||
‖ ‖1
||
‖
z p (x , y )
||
≤ 0.869 | |
‖ also if 0.1 < ―――
Dconc
‖
||
‖ ‖⎛
⎛ z p (x , y )
⎞⎞ | |
‖ ‖ ⎜1 - 1.3 ⋅ ⎜―――
- 0.1⎟⎟ | |
‖ ‖⎝
⎝ Dconc
⎠⎠ | |
‖
‖
||
‖ else
||
‖ ‖‖ 0
| ||
‖
Reduction due to trenching
(no trenching in this project)
|
rtoty (x , y) ≔ ‖ if lay ＝ “Seabed”|
‖ ‖
|
|
‖ ‖ rpen.y (x , y)
|
|
‖
||
‖ if lay ＝ “Trench”
||
‖ ‖ ⎝⎛rpen.y (x , y) + rtr.y⎞⎠ | |
|
‖ ‖
Total reduction
|
|
rtotz (x , y) ≔ ‖ if lay ＝ “Seabed”
‖ ‖
|
|
‖ ‖ ⎛⎝rpen.z (x , y) ⋅ rperm.z⎞⎠ |
|
‖
|
|
‖ if lay ＝ “Trench”
||
‖ ‖ ⎛⎝rpen.z (x , y) ⋅ rperm.z ⋅ rtr.z⎞⎠ | |
|
‖ ‖
Shortterm wave condition
Calculate near bed velocities using spectral theory. Therefore, all parameters need to be made dimensionless
g
gdim ≔ ――
m
――
sec 2
Hs
Hsdim ≔ ―
m
Peak enhancement parameter
Ts
Tsdim ≔ ――
sec
Dconc
Ddim ≔ ――
m
h
hdim ≔ ―
m
Tsdim
ϕ ≔ ―――
‾‾‾‾
Hsdim
ϕ = 4.374
Spectral Width parameter
||
γ ≔ ‖ if ϕ ≤ 3.6
‖ ‖
||
‖ ‖5
||
‖ also if 3.6 < ϕ < 5| |
‖ ‖
||
‖ ‖ e 5.75 - 1.15 ⋅ ϕ
||
‖ else
||
‖ ‖
||
‖ ‖1
| ||
‖
Generalised Phillips' constant
σ (ω) ≔ ‖ if ω ≤ ωp| |
‖
||
‖ ‖‖ 0.07 | |
‖
||
‖ else
||
‖ ‖‖ 0.09 | |
|
‖
Spectral density function
2
4
5 Hsdim ⋅ ωp
α ≔ ―⋅ ――――⋅ (1 - 0.287 ⋅ ln (γ))
16
gdim 2
Peak enhancement factor
Lampiran - Analisis Stabilitas OnBottom
π
ωp ≔ 2 ⋅ ――
Tsdim
Sηη (ω) ≔ α ⋅ gdim 2 ⋅ ω -5 ⋅ e
γ = 2.053
5 ⎛ ω ⎞ -4
-―⋅ ⎜――
⎟
4 ⎝ ωp ⎠
⋅γ
⎛ ω - ωp ⎞
-0.5 ⋅ ⎜――――⎟
⎜ σ (ω) ⋅ ω ⎟
p ⎠
⎝
e
pls adjust
α = 0.011
2
Sηη (ω) ≔ α ⋅ gdim 2 ⋅ ω -5 ⋅ e
5 ⎛ ω ⎞ -4
-―⋅ ⎜――
⎟
4 ⎝ ωp ⎠
⋅γ
⎛ ω - ωp ⎞
-0.5 ⋅ ⎜――――⎟
⎜ σ (ω) ⋅ ω ⎟
p ⎠
⎝
e
2
Seabed gap in case used for span analysis
ζ≔0
Guess values
k ≔ 100
Determine wave number
(with guess value)
⎛
⎞
ω2
, k⎟
kk (ω) ≔ root ⎜k ⋅ tanh ⎛⎝k ⋅ hdim⎞⎠ - ――
gdim ⎠
⎝
aω ≔ 2
Determine omega max (with guess value) to avoid non convergence
ωmax ≔ root ⎛⎝kk ⎛⎝aω⎞⎠ ⋅ hdim - asinh (∞) , aω⎞⎠
Frequency transfer function to seabed
(based on first order wave theory)
Wave induced velocity spectrum
ωmax = 12.718
||
G (ω) ≔ ‖ if ω < ωmax
‖
||
‖ ‖
ω
||
‖ ‖ ――――――
||
⎛
(
)
⎞
sinh
kk
ω
⋅
h
⎝
dim⎠ |
‖ ‖‖
|
‖ else
||
‖ ‖
||
| ||
‖‖ ‖ 0
2
SUU (ω) ≔ G (ω) ⋅ Sηη (ω)
Spectral moments of order n
Zeroth order spectral moment
ωmax
⌠ n
( )
Mn (n) ≔ ⎮
⌡ ω ⋅ SUU ω d ω
0
Mn (0) = 0.01
Significant wave velocity @ pipe level
m
UsH ≔ 2 ⋅ ‾‾‾‾‾
Mn (0) ⋅ ――
sec
Mean zero up-crossing period @ pipe level
Tu ≔ 2 ⋅ π ⋅
Reference period
Number of oscillations in spectrum
Parameter for wave period
Ratio single oscillation velocity
period and averageup-crossing
period at seabed level
Lampiran - Analisis Stabilitas OnBottom
Tn ≔
m
UsH = 0.201 ―
s
‾‾‾‾‾‾
Mn (0)
⋅ sec
―――
Mn (2)
Tu = 9.05 s
‾‾
h
―
g
Tn = 2.092 s
3 ⋅ hr
τ ≔ ――
Tu
||
kt ≔ ‖ if γ ＝ 1
‖ ‖
||
‖ ‖ 1.25
||
‖ also if γ ＝ 5
||
‖ ‖
||
‖ ‖ 1.17
||
‖ else
||
‖ ‖
||
(1.17 - 1.25)
‖ ‖ 1.25 + ――――
(
)
⋅ γ-1 ||
‖ ‖
4
|| |
|
‖ ‖
‖ T
||
n
kT ≔ ‖ if ―≤ 0.2
||
‖ Tu
||
‖ ‖
||
‖ ‖ ⎛ k - 5 ⋅ ⎛ k - 1⎞ ⋅ T n ⎞ | |
⎝ t
⎠ ―⎟ |
‖ ‖⎜ t
Tu ⎠ ||
‖ ‖⎝
|
|
‖ Tn
|
τ = 1.193 ⋅ 10 3
kt = 1.229
pls adjust
‖ T
||
n
kT ≔ ‖ if ―≤ 0.2
||
‖ Tu
||
‖ ‖
||
‖ ‖ ⎛ k - 5 ⋅ ⎛ k - 1⎞ ⋅ T n ⎞ | |
⎝ t
⎠ ―⎟ |
‖ ‖⎜ t
Tu ⎠ ||
⎝
‖
‖
|
|
‖ Tn
|
‖ if ―> 0.2|
|
|
‖ Tu
|
|
‖ ‖1
|
|
|
‖ ‖
Period associated with maximum wave,
i.e. design oscillation (Eq. 3.16 DNV
F109 2010)
T ≔ Tu ⋅ k T
Ratio single oscillation velocity
amplitude and averageupcrossing period at seabed level
1 ⎛
0.5772 ⎞
kU ≔ ―⋅ ⎜ ‾‾‾‾‾‾
2 ⋅ ln (τ) + ――――
⎟
2 ⎜⎝
‾‾‾‾‾‾
2 ⋅ ln (τ) ⎟⎠
Wave velocity @ pipe level for single
design osciallation (Eq. 3.15 DNV F109
2010)
Uh ≔ kU ⋅ UsH
T = 9.05 s
m
Uh = 0.393 ―
s
Wave spreading
Spectral spreading exponent
Wave spreading directional function
sp ≔ 8
‖
π
Dw (θ) ≔ ‖ if |θ| < ―
2
‖
‖ ‖
⎛
sp ⎞
‖ ‖
Γ ⎜1 + ―⎟
sp
2
‖ ‖ ‾‾
1
2⎠
⎝
⋅ ――――
⋅ cos (θ) ⋅ sin ⎛⎝θw - θ⎞⎠
‖ ‖ ―
⎛ 1 sp ⎞
π
‖ ‖
Γ ⎜―+ ―⎟
‖ ‖‖
2⎠
⎝2
‖
‖ else
‖ ‖‖ 0
‖
Reduction factor is given by:
||
||
||
||
||
||
||
||
||
||
||
| ||
π
‾‾‾‾‾‾‾‾‾
―
2
RD ≔
⌠ D (θ ) d θ
⌡ w
RD = 0.949
π
-―
2
Velocity normal to the pipe including
the effect of wave spreading significant wave velocity
Velocity normal to the pipe including
the effect of wave spreading wave velocity single design spectrum
Lampiran - Analisis Stabilitas OnBottom
Us ≔ RD ⋅ UsH
m
Us = 0.19 ―
s
U ≔ R D ⋅ Uh
m
U = 0.373 ―
s
Current
Seabed roughness
DNV F109 Table 3-1
(depending on seabed type)
Depth level reference
Current velocity at the pipe level
z0 ≔ 5 ⋅ 10 -6
h
zr ≔ ―
2
⎛z
⎞
ln ⎜―+ z0⎟ - ln (z0)
⎝m
⎠
Vp (z) ≔ Vs ⋅ ――――――⋅ sin ⎛⎝θc⎞⎠
⎛ zr
⎞
ln ⎜―+ z0⎟ - ln (z0)
⎝m
⎠
m
Vp ⎛⎝Dconc⎞⎠ = 0.271 ―
s
⎛
⎛ Dconc
⎞
⎞
⎜
⎜ ―― ⎟
⎟
z0 ⎞
m
⎜ ⎛1 + ――
⎜
⎟
⎟
⎟ ⋅ ln ⎜――+ 1⎟ - 1 ⎟
⎜⎜
D
z0
⎝
⎠
conc
――⎟
⎜⎜
⎟
⎜⎝
m ⎟⎠
⎜
⎟ ⋅ sin ⎛⎝θ ⎞⎠
Vc (z) ≔ Vp (z) ⋅ ――――――――――
c
⎛ zr
⎞
⎜
⎟
―
⎜
⎟
⎜
⎟
m
⎜
⎟
ln ⎜― + 1⎟
⎜⎝ z0
⎟⎠
⎜⎝
⎟⎠
z ≔ Dconc
Steady current velocity associated with
single design oscillatory @pipe level
V ≔ V c (z )
m
V = 0.186 ―
s
U⋅T
K ≔ ――
Dconc
K = 6.991
V
M≔―
U
M = 0.498
Hydrodynamical Forces
Keulegan-Carpenter number
Steady to oscillatory velocity
ratio for single design spectrum
Peak horizontal load coefficient
(DNV F109 Table 3-9)
Peak vertical load coefficient
(DNV F109 Table 3-10)
Lampiran - Analisis Stabilitas OnBottom
CY ≔ 3.8
CZ ≔ 3.08
Safety factors
(DNV F109 Table 3-4, Table 3-5, Table 3-6, Table 3-7)
γSC ≔ 1.5
Horizontal hydrodynamic (drag and inertia) load.
2
1
Fy (x , y) ≔ rtoty (x , y) ⋅ ―⋅ ρsw ⋅ Dconc ⋅ CY ⋅ (U + V)
2
N
Fy (“actual” , “empty”) = 175.265 ―
m
Vertical hydrodynamic (drag and inertia) load.
2
1
Fz (x , y) ≔ rtotz (x , y) ⋅ ―⋅ ρsw ⋅ Dtotal ⋅ CZ ⋅ (U + V)
2
κsi (“actual” , “empty”) = 3.807
N
Fz (“actual” , “empty”) = 125.872 ―
m
κci (“actual” , “empty”) = 2.821
Passive Resistace Forces
Vertical contact force between pipe and soil
F C (x , y ) ≔ W s (x , y ) - F z (x , y )
Passive resistance force
||
FR (x , y) ≔ ‖ if Typesoil ＝ “Sand”
‖
||
|||
‖ ‖ if κsi (x , y) ≤ 26.7
| |
‖ ‖ ‖
1.25 |
|||
‖ ‖ ‖
2 ⎞ ⎛ z (x , y ) ⎞
⎛
p
|||
‖ ‖ ‖ FC (x , y) ⋅ ⎝5 ⋅ κsi (x , y) - 0.15 ⋅ κsi (x , y) ⎠ ⋅ ⎜―――
⎟
‖ ‖ ‖
⎝ Dconc ⎠ || | |
‖ ‖
||
|
‖ ‖ if κsi (x , y) > 26.7
||
|
1.25⎞
‖ ‖ ‖
⎛
||
|
‖ ‖ ‖ ( ) ⎜ ( ) ⎛ z p (x , y ) ⎞ ⎟ |
||
⋅
⋅
F
x
,
y
κ
x
,
y
⎜―――
⎟ ⎟
si
‖ ‖ ‖ C
⎜
||
⎝
⎝ Dconc ⎠ ⎠ ||
‖ ‖
||
‖ ‖
‖ if Type ＝ “Clay”
|
|
soil
‖
|
|
‖
1.31
‖
|
|
4.1 ⋅ κci (x , y) ⎛ zp (x , y) ⎞
‖ ‖ F (x , y) ⋅ ――――
|
|
⋅
―――
⎜
⎟
‖
C
0.39
‖
|
D
|
G
⎝ conc ⎠ |
ci
‖
‖ ‖
|
Lampiran - Analisis Stabilitas OnBottom
Gci = 2.706
5. SUMMARY
Installation condition
Vertical Stability
Bouyancy force of pipe
Total weight of pipe in the air
Fb
N
3
―――= ⎛⎝1.815 ⋅ 10 ⎞⎠ ―
Lengthpipe
m
g
N
Wtot (“uncorroded” , “empty”) ⋅ ―――= ⎛⎝2.641 ⋅ 10 3 ⎞⎠ ―
Lengthpipe
m
Lateral Stability
Horizontal hydrodynamic force
N
Fy (“uncorroded” , “empty”) = 175.265 ―
m
Vertical hydrodynamic force
N
Fz (“uncorroded” , “empty”) = 125.872 ―
m
Passive resistance force
N
FR (“uncorroded” , “empty”) = ⎛⎝1.075 ⋅ 10 3 ⎞⎠ ―
m
Submerged weight of pipe per meter
N
Ws (“uncorroded” , “empty”) = 826.711 ―
m
Check design criteria lateral and vertical
‖
||
F y (x , y ) + μ ⋅ F z (x , y )
F z (x , y )
≤ 1.0 ∧ γSC ⋅ ―――≤ 1.0 ∧ Ws (x , y) > 0| |
Checktotal (x , y) ≔ ‖ if γSC ⋅ ―――――――
‖
μ ⋅ W s (x , y ) + F R (x , y )
W s (x , y )
||
‖ ‖
||
‖ ‖ “Okay”
||
‖ else
||
‖ ‖
||
“Not okay”
| ||
‖
‖ ‖
Checktotal (“uncorroded” , “empty”) = “Okay”
Concrete coating thicknes requiered
(increased till all check OK)
Tcc ≡ 35 ⋅ mm
Operating condition
Vertical Stability
Bouyancy force of pipe
Total weight of pipe in the air
Lampiran - Analisis Stabilitas OnBottom
Fb
N
3
―――= ⎛⎝1.815 ⋅ 10 ⎞⎠ ―
Lengthpipe
m
g
N
Wtot (“corroded” , “isi”) ⋅ ―――= ⎛⎝3.34 ⋅ 10 3 ⎞⎠ ―
Lengthpipe
m
g
N
Wtot (“corroded” , “isi”) ⋅ ―――= ⎛⎝3.34 ⋅ 10 3 ⎞⎠ ―
Lengthpipe
m
Lateral Stability
Horizontal hydrodynamic force
N
Fy (“corroded” , “isi”) = 165.463 ―
m
Vertical hydrodynamic force
N
Fz (“corroded” , “isi”) = 120.707 ―
m
Passive resistance force
N
FR (“corroded” , “isi”) = ⎛⎝1.296 ⋅ 10 3 ⎞⎠ ―
m
Submerged weight of pipe per meter
N
Ws (“corroded” , “isi”) = ⎛⎝1.525 ⋅ 10 3 ⎞⎠ ―
m
Check design criteria lateral and vertical
Lampiran - Analisis Stabilitas OnBottom
Checktotal (“corroded” , “isi”) = “Okay”
ON BOTTOM STABILITY ANALYSIS
1. INTRODUCTION
The objective of this spreadsheet is to determine minimum coating concrete thickness to prevent lateral and
vertical movement of the pipeline in operating condition.
Pipeline
: 24” Main Lifting Line
2. REFERENCES
pls update pipeline
destination
The following references are adopted in this spreadsheet:
[1]. DNV F109 - On-Bottom Stability Design of Submarine Pipelines
[2]. API Specification 5L, Specification for Line Pipe, 2004.
[3]. CP-W-DBS-3101_1, Subsea Pipeline and Facilities Design Basis Report
3. INPUT DATA
3.1. PIPE DATA
Thickness (nominal)
t ≔ 14.3 ⋅ mm
Thickness (actual)
tact ≔ 14.3 ⋅ mm
Pipeline diameter
D ≔ 24 ⋅ in
Corrosion allowance
CA ≔ 3 ⋅ mm
Pipe density
kg
ρst ≔ 7850 ⋅ ――
m3
Content density
kg
ρc ≔ 846.89 ⋅ ――
m3
Pipe joint length
Lay condition
Water depth
Lampiran - Analisis Stabilitas OnBottom
Lengthpipe ≔ 12.1 ⋅ m
lay ≔ “Seabed”
h ≔ 42.9 ⋅ m
3.2. COATING DATA
Coating (3LPE) thickness
t3lpe ≔ 3.2 ⋅ mm
Coating (3LPE) density
kg
ρ3lpe ≔ 940 ⋅ ――
m3
Coating (3LPE) cutback
Concrete density
cb3lpe ≔ 150 ⋅ mm
tcc ≔ Tcc
Concrete density
kg
ρconc ≔ 3040 ⋅ ――
m3
Concrete cutback
cbconc ≔ 300 ⋅ mm
3.3. ENVIRONMENT DATA
Water density
kg
ρw ≔ 1000 ⋅ ――
m3
Seawater density
kg
ρsw ≔ 1025 ⋅ ――
m3
Constant for end support
(assumed pinned-pinned)
Ce ≔ 9.87
Marine growth density
kg
ρmg ≔ 1410 ⋅ ――
m3
Marine growth thickness
tmg ≔ 0 ⋅ mm
Type of soil
Typesoil ≔ “Clay”
Submerged soil density
kg
ρsub_soil ≔ 1377 ⋅ ――
m3
Lampiran - Analisis Stabilitas OnBottom
Soil density
γsoil ≔ ρsub_soil ⋅ g
Undrained shear strength
Su ≔ 4.83 ⋅ kPa
Soil friction factor
(DNV F109 Section 3.4.6.)
Angle of internal friction
μ ≔ ‖ if Typesoil ＝ “Clay”| |
‖
||
‖ ‖‖ 0.2
||
‖
||
‖ if Typesoil ＝ “Sand”| |
‖ ‖ 0.6
| ||
‖ ‖
ϕs ≔ 20 ⋅ deg
3.3.1. WAVE AND CURRENT DATA
Average current velocity
(100yr return period)
m
Vs ≔ 0.36 ⋅ ―
s
Significant wave height
(100yr return period)
Hs ≔ 3.6 ⋅ m
Significant wave period
(100yr return period)
Ts ≔ 8.3 ⋅ s
Significant wave length
(100yr return period)
Ls ≔ 108.5 ⋅ m
Angle of current direction to pipe
Angle of wave direction to pipe
4. CALCULATION
Lampiran - Analisis Stabilitas OnBottom
θc ≔ 90 ⋅ °
θw ≔ 90 ⋅ °
4. CALCULATION
Inside diameter
(uncorroded)
IDunc ≔ D - 2 ⋅ t
Inside diameter
(corroded)
IDcor ≔ D - (2 ⋅ t - 2 ⋅ CA)
Inside diameter
(uncorroded)
IDact ≔ D - ⎛⎝2 ⋅ tact⎞⎠
Outside diameter of pipe+3LPE
D3lpe ≔ D + 2 ⋅ t3lpe
Outside diameter of pipe+3LPE+Concrete
Dconc ≔ D + 2 ⋅ t3lpe + 2 ⋅ tcc
Outside diameter of
pipe+3LPE+Concrete+MarineGrowth
Dtotal ≔ D + 2 ⋅ t3lpe + 2 ⋅ tcc + 2 ⋅ tmg
4.0. WEIGHT AND FORCE CALCULATION
Area of pipe only
π
Apipe ≔ ―⋅ ⎛⎝D 2 ⎞⎠
4
Area of uncorroded pipe
π
Auncpipe ≔ ―⋅ ⎛⎝D 2 - IDunc 2 ⎞⎠
4
Area of corroded pipe
π
Acorpipe ≔ ―⋅ ⎛⎝D 2 - IDcor 2 ⎞⎠
4
Area of act pipe
π
Aactpipe ≔ ―⋅ ⎛⎝D 2 - IDact 2 ⎞⎠
4
Area of content
Area of coating (3LPE)
Lampiran - Analisis Stabilitas OnBottom
Ac (x) ≔ ‖ if x ＝ “uncorroded”| |
‖ ‖
||
‖ ‖ Apipe - Auncpipe | |
‖
| |
‖ if x ＝ “corroded”| |
‖ ‖ Apipe - Acorpipe | |
‖ ‖
|
‖ if x ＝ “actual” | |
‖ ‖ Apipe - Aactpipe | |
| |
‖ ‖
π
A3lpe ≔ ―⋅ ⎛⎝D3lpe 2 - D 2 ⎞⎠
4
π
A3lpe ≔ ―⋅ ⎛⎝D3lpe 2 - D 2 ⎞⎠
4
Area of concrete
π
Aconc ≔ ―⋅ ⎛⎝Dconc 2 - D3lpe 2 ⎞⎠
4
Area of marine growth
π
Amg ≔ ―⋅ ⎛⎝Dtotal 2 - Dconc 2 ⎞⎠
4
Volume of pipe
(perjoint)
⎛π
⎞
VolPipe ≔ ⎜―⋅ ⎛⎝D 2 ⎞⎠⎟ ⋅ Lengthpipe
⎝4
⎠
Volume of coating (3LPE)
(perjoint)
Vol3lpe ≔ A3lpe ⋅ ⎛⎝Lengthpipe - 2 ⋅ cb3lpe⎞⎠
Volume of concrete
(perjoint)
Volconc ≔ Aconc ⋅ ⎛⎝Lengthpipe - 2 ⋅ cbconc⎞⎠
Volume of marine growth
(perjoint)
Volmg ≔ Amg ⋅ ⎛⎝Lengthpipe - 2 ⋅ cbconc⎞⎠
Volume total
(perjoint)
Voltotal ≔ VolPipe + Vol3lpe + Volconc + Volmg
Weight of pipe uncorroded
(perjoint)
Wpipe_unc ≔ ρst ⋅ ⎛⎝Auncpipe⎞⎠ ⋅ Lengthpipe
Weight of pipe corroded
(perjoint)
Wpipe_cor ≔ ρst ⋅ ⎛⎝Acorpipe⎞⎠ ⋅ Lengthpipe
Weight of pipe actual
(perjoint)
Wpipe_act ≔ ρst ⋅ ⎛⎝Aactpipe⎞⎠ ⋅ Lengthpipe
Weight of coating (3LPE)
(perjoint)
W3lpe ≔ ρ3lpe ⋅ Vol3lpe
Weight of Concrete
(perjoint)
Wconc ≔ ρconc ⋅ Volconc
Weight of marine growth
(perjoint)
Lampiran - Analisis Stabilitas OnBottom
Wmg ≔ ρmg ⋅ Volmg
Weight total
(perjoint)
Wtotal (x , y) ≔ x + y + W3lpe + Wconc + Wmg
|
|
Wtot (x , y) ≔ ‖ if y ＝ “empty”
‖ ‖
|
|
‖ ‖ if x ＝ “uncorroded” | |
|
|
‖ ‖ ‖ W ⎛W
|
⎞
|
,
0
‖ ‖ ‖ total ⎝ pipe_unc ⎠ | |
|
||
‖ ‖ if x ＝ “corroded”
|
|
‖ ‖ ‖
|
⎛
⎞ |
‖ ‖ ‖ Wtotal ⎝Wpipe_cor , 0⎠ | |
|
‖ ‖ if x ＝ “actual”
|
||
‖ ‖ ‖
|
|
|
‖ ‖ ‖ Wtotal ⎝⎛Wpipe_act , 0⎠⎞ | |
|
‖
|
||
‖ if y ＝ “isi”
‖ ‖ if x ＝ “uncorroded”
|||
‖
‖
|||
‖
‖ ‖ ‖ Wtotal ⎛⎝Wpipe_unc , ⎛⎝ρc ⋅ Ac (x) ⋅ Lengthpipe⎞⎠⎞⎠ | | |
|
‖ ‖ if x ＝ “corroded”
| ||
‖ ‖ ‖
| |
‖ ‖ ‖ Wtotal ⎛⎝Wpipe_cor , ⎛⎝ρc ⋅ Ac (x) ⋅ Lengthpipe⎞⎠⎞⎠ | | |
|
‖ ‖
| ||
‖ ‖ if x ＝ “actual”
| |
‖ ‖ ‖‖ Wtotal ⎛⎝Wpipe_act , ⎛⎝ρc ⋅ Ac (x) ⋅ Lengthpipe⎞⎠⎞⎠ | | |
||
‖ ‖
Fb ≔ ρsw ⋅ Voltotal ⋅ g
Bouyancy force
Wsub (x , y) ≔ Wtot (x , y) ⋅ g - Fb
Submerged weight
Wsub (x , y)
Ws (x , y) ≔ ――――
Lengthpipe
Submerged weight per unit length
4.1. VERTICAL STABILITY
4.1.1. IN WATER
Safety factor
(DNV F109 section 3.2.1.)
Check vertical stability on water
(check against floating)
γw ≔ 1.1
‖ ⎛
||
⎞
Fb
≤
1
Checkvs_water (x , y) ≔ ‖ if ⎜γw ⋅ ―――――
||
⎟
‖ ⎝
Wsub (x , y) + Fb ⎠
||
‖ ‖
||
‖ ‖ “Okay”
||
‖ else
||
‖ ‖
||
“Not Okay”
| ||
‖‖ ‖
Checkvs_water (“actual” , “empty”) = “Okay”
4.1.2 ON AND IN SOIL
Vertical soil reaction and penetration (According to DNV RP F105)
Bearing capacity factors
(Section 7.4.1 DNV F105)
Lampiran - Analisis Stabilitas OnBottom
⎛
ϕs ⎞
Nq ≔ exp ⎛⎝π ⋅ tan ⎛⎝ϕs⎞⎠⎞⎠ ⋅ tan ⎜45 ⋅ ° + ―⎟
2⎠
⎝
2
Nq = 6.399
Nc ≔ π + 2
Nc = 5.142
Nγ ≔ 1.5 ⋅ ⎛⎝Nq - 1⎞⎠ ⋅ tan ⎛⎝ϕs⎞⎠
Nγ = 2.948
Diameter main pipe
Dv ≔ Dconc
Dv = 716 mm
Contact width for pipe-soil interaction
||
B (v) ≔ ‖ if v ≤ 0.5 ⋅ Dv
‖
||
‖ ‖ 2 ⋅ ‾‾‾‾‾‾‾‾
⎛⎝Dv - v⎞⎠ ⋅ v | |
||
‖ ‖‖
‖ if v > 0.5 ⋅ Dv|
|
|
‖ ‖
|
||
‖ ‖ Dv
|
|
‖
Bearing capacity - sand
pls adjust
⎛
⎛
⎞
⎞
Dv
Rsand (v) ≔ γsoil ⋅ B (v) ⋅ ⎜Nq ⋅ max ⎜v - ― , 0 ⋅ m⎟ + 0.5 ⋅ Nγ ⋅ B (v)⎟
4
⎝
⎝
⎠
⎠
Cross sectional area
of penetrated part of pipe
Bearing capacity - clay
(constant shear strength)
Vertical penetration -guess value
Ap (v) ≔ ‖ if v ≤ 0.5 ⋅ Dv| |
‖
||
‖ ‖‖ B (v) ⋅ v | |
‖
||
‖ if v > 0.5 ⋅ Dv| |
‖ ‖ B (v ) ⋅ v | |
|
‖ ‖
Rsand (0.2 ⋅ m) = ⎛⎝9.382 ⋅ 1
Rclay (v) ≔ Nc ⋅ Su ⋅ B (v) + γsoil ⋅ Ap (v)
Rclay (0.2 ⋅ m) = ⎛⎝1.769 ⋅ 10
v ≔ 0.0001 ⋅ Dv
Solve bearing capacity for pentration
equal to half diameter for info only
Solve vertical penetration
for vertical equilibrium
Rvsoil (v) ≔ ‖ if Typesoil ＝ “Sand”| |
‖
||
‖ ‖ Rsand (v)
|| |
‖ ‖
|
‖ if Typesoil ＝ “Clay”| |
||
‖ ‖ R (v )
|| |
clay
‖
‖
v = 0.072 mm
Rvsoil (v) = 0.356 kN ⋅ m -1
||
vp (x , y) ≔ ‖ if Typesoil ＝ “Sand”
‖
||
‖ ‖ root ⎛⎝Rsand (v) - Ws (x , y) , v⎞⎠ | |
||
‖
‖
|
‖ if Typesoil ＝ “Clay”
|
‖ ‖ root ⎛R (v) - W (x , y) , v⎞ | |
⎝ clay
⎠ || |
s
‖ ‖
Check against sinking
γsub_soil ≔ ρsub_soil
Check vertical stability on soil
(check against sinking)
Wtot (x , y)
γpipe (x , y) ≔ ―――
Voltotal
||
Checkvs_soil (x , y) ≔ ‖ if γpipe (x , y) < γsub_soil
‖
||
‖ ‖‖ “Okay”
||
‖
||
‖ else
||
‖ ‖‖ “Check Soil Penetrating Limit” | |
|
‖
Soil penetrating limit
Check vertical stability on soil
(check soil penetrating limit)
Lampiran - Analisis Stabilitas OnBottom
Checkvs_soil (“uncorroded” , “isi”) = “Check Soil Penetrating Limit”
pls adjust
Checkvs_soiltotal (x , y) ≔ ‖ if γpipe (x , y) > γsub_soil| |
‖
||
‖ ‖
Dv | | |
‖ ‖ if vp (x , y) < ―| | |
2 | |
‖ ‖
|
| ||
‖ ‖ ‖‖ “Okay”
| ||
‖ ‖
| ||
‖ ‖ else
‖ ‖ ‖ “Not okay” | |
Checkvs_soiltotal (x , y) ≔ ‖ if γpipe (x , y) > γsub_soil| |
‖
||
‖ ‖
Dv | | |
‖ ‖ if vp (x , y) < ―| | |
2 | |
‖ ‖
|
| ||
‖ ‖ ‖‖ “Okay”
‖
| ||
‖
| ||
‖ ‖ else
‖ ‖ ‖‖ “Not okay” || | |
‖ ‖
||
‖ else
||
‖ ‖ “Okay”
|| |
‖ ‖
|
Checkvs_soiltotal (“uncorroded” , “isi”) = “Okay”
LATERAL
STABILITY
Lampiran4.2.
- Analisis
Stabilitas
OnBottom
4.2. LATERAL STABILITY
⎛⎝γsub_soil ⋅ g⎞⎠ ⋅ Dconc 2
κsi (x , y) ≔ ――――――
W s (x , y )
Su ⋅ Dconc
κci (x , y) ≔ ―――
W s (x , y )
κsi (“actual” , “empty”) = 6.382
Su
Gci ≔ ――――――――
⎛
⎛
Dconc ⋅ ⎝g ⋅ ⎝γsub_soil - ρw⎞⎠⎞⎠
κci (“actual” , “empty”) = 3.188
Gci = 1.825
Initial Penetration
(eq 3.27)
|
%zpi (x , y) ≔ ‖ if Typesoil ＝ “Sand” |
‖
|
|
-0.67
‖ ‖
|
|
‖ ‖‖ 0.037 ⋅ κsi (x , y)
|
|
‖ if Type ＝ “Clay”
|
|
soil
‖
|
|
⎛
0.3 ⎞ 3.2⎞
0.3 ⎞ 0.7⎞⎞ | |
‖ ‖ ⎛⎛
⎛
⎛
Gci
Gci
‖ ‖ ⎜⎜0.0071 ⋅ ⎜―――
⎟ ⎟ + ⎜0.062 ⋅ ⎜―――
⎟ ⎟⎟ | |
‖
⎜
⎜
⎟
⎜
(
)
(x , y) ⎟⎠ ⎟⎠⎟⎠ | |
‖ ⎝⎝
κ
x
,
y
κ
⎜
⎟
⎜
⎠
⎝
⎝
⎠
⎝
ci
ci
||
‖ ‖
%zpi (“actual” , “empty”) = 0.032
zpi (x , y) ≔ %zpi (x , y) ⋅ Dconc
zpi (“actual” , “empty”) = 0.023 m
Penetration due to movement
Penetration due to movement considered to
be 25% of the diameter of pipe (including all
coatings)
zpm (x) ≔ x ⋅ Dconc
x ≔ 25%
zpm (x) = 0.179 m
Total penetration
zp (a , b) ≔ zpi (a , b) + zpm (x)
zp (“actual” , “empty”) = 0.202 m
Load reduction
Reduction due to permeable seabed
Reduction due to penetration
Lampiran - Analisis Stabilitas OnBottom
rperm.z ≔ 0.7
‖ z (x , y )
||
p
< 0.5 | |
rpen.y (x , y) ≔ ‖ if ―――
‖
Dconc
||
‖ ‖
||
‖ ‖ 1 - 1.4 ⋅ zp (x , y) | |
―――|
‖ ‖
Dconc |
‖
‖
||
‖ else
||
‖ ‖ 0.3
|| |
‖ ‖
|
‖ z (x , y )
||
p
≥ 0.1
rpen.z (x , y) ≔ ‖ if ―――
||
‖
Dconc
||
‖ ‖
||
‖ ‖1
||
‖
z p (x , y )
||
≤ 0.869 | |
‖ also if 0.1 < ―――
Dconc
‖
||
‖ ‖⎛
⎛ z p (x , y )
⎞⎞ | |
‖ ‖ ⎜1 - 1.3 ⋅ ⎜―――
- 0.1⎟⎟ | |
‖ ‖⎝
⎝ Dconc
⎠⎠ | |
‖
‖
||
‖ else
||
‖ ‖‖ 0
| ||
‖
Reduction due to trenching
(no trenching in this project)
|
rtoty (x , y) ≔ ‖ if lay ＝ “Seabed”|
‖ ‖
|
|
‖ ‖ rpen.y (x , y)
|
|
‖
||
‖ if lay ＝ “Trench”
||
‖ ‖ ⎛⎝rpen.y (x , y) + rtr.y⎞⎠ | |
|
‖ ‖
Total reduction
|
|
rtotz (x , y) ≔ ‖ if lay ＝ “Seabed”
‖ ‖
|
|
‖ ‖ ⎛⎝rpen.z (x , y) ⋅ rperm.z⎞⎠ |
|
‖
|
|
‖ if lay ＝ “Trench”
||
‖ ‖ ⎛⎝rpen.z (x , y) ⋅ rperm.z ⋅ rtr.z⎞⎠ | |
‖
|
‖
Shortterm wave condition
Calculate near bed velocities using spectral theory. Therefore, all parameters need to be made dimensionless
g
gdim ≔ ――
m
――
sec 2
Hs
Hsdim ≔ ―
m
Peak enhancement parameter
Ts
Tsdim ≔ ――
sec
Dconc
Ddim ≔ ――
m
h
hdim ≔ ―
m
Tsdim
ϕ ≔ ―――
‾‾‾‾
Hsdim
ϕ = 4.374
Spectral Width parameter
||
γ ≔ ‖ if ϕ ≤ 3.6
‖ ‖
||
‖ ‖5
||
‖ also if 3.6 < ϕ < 5| |
‖ ‖
||
‖ ‖ e 5.75 - 1.15 ⋅ ϕ
||
‖ else
||
‖ ‖
||
‖ ‖1
| ||
‖
Generalised Phillips' constant
σ (ω) ≔ ‖ if ω ≤ ωp| |
‖
||
‖ ‖‖ 0.07 | |
‖
||
‖ else
||
‖ ‖‖ 0.09 | |
|
‖
Spectral density function
2
4
5 Hsdim ⋅ ωp
α ≔ ―⋅ ――――⋅ (1 - 0.287 ⋅ ln (γ))
16
gdim 2
Peak enhancement factor
Lampiran - Analisis Stabilitas OnBottom
π
ωp ≔ 2 ⋅ ――
Tsdim
Sηη (ω) ≔ α ⋅ gdim 2 ⋅ ω -5 ⋅ e
γ = 2.053
5 ⎛ ω ⎞ -4
-―⋅ ⎜――
⎟
4 ⎝ ωp ⎠
⋅γ
pls adjust
⎛ ω - ωp ⎞
-0.5 ⋅ ⎜――――⎟
⎜ σ (ω) ⋅ ω ⎟
p ⎠
⎝
e
α = 0.011
2
Sηη (ω) ≔ α ⋅ gdim 2 ⋅ ω -5 ⋅ e
5 ⎛ ω ⎞ -4
-―⋅ ⎜――
⎟
4 ⎝ ωp ⎠
⋅γ
⎛ ω - ωp ⎞
-0.5 ⋅ ⎜――――⎟
⎜ σ (ω) ⋅ ω ⎟
p ⎠
⎝
e
2
Seabed gap in case used for span analysis
ζ≔0
Guess values
k ≔ 100
Determine wave number
(with guess value)
⎛
⎞
ω2
, k⎟
kk (ω) ≔ root ⎜k ⋅ tanh ⎛⎝k ⋅ hdim⎞⎠ - ――
gdim ⎠
⎝
aω ≔ 2
Determine omega max (with guess value) to avoid non convergence
ωmax ≔ root ⎛⎝kk ⎛⎝aω⎞⎠ ⋅ hdim - asinh (∞) , aω⎞⎠
Frequency transfer function to seabed
(based on first order wave theory)
Wave induced velocity spectrum
ωmax = 12.718
||
G (ω) ≔ ‖ if ω < ωmax
‖
||
‖ ‖
ω
||
‖ ‖ ――――――
⎛
⎞ ||
‖ ‖‖ sinh ⎝kk (ω) ⋅ hdim⎠ | |
‖ else
||
‖ ‖
||
| ||
‖‖ ‖ 0
2
SUU (ω) ≔ G (ω) ⋅ Sηη (ω)
Spectral moments of order n
Zeroth order spectral moment
ωmax
⌠ n
( )
Mn (n) ≔ ⎮
⌡ ω ⋅ SUU ω d ω
0
Mn (0) = 0.01
Significant wave velocity @ pipe level
m
UsH ≔ 2 ⋅ ‾‾‾‾‾
Mn (0) ⋅ ――
sec
Mean zero up-crossing period @ pipe level
Tu ≔ 2 ⋅ π ⋅
Reference period
Number of oscillations in spectrum
Parameter for wave period
Ratio single oscillation velocity
period and averageup-crossing
period at seabed level
Lampiran - Analisis Stabilitas OnBottom
Tn ≔
‾‾‾‾‾‾
Mn (0)
⋅ sec
―――
Mn (2)
‾‾
h
―
g
3 ⋅ hr
τ ≔ ――
Tu
||
kt ≔ ‖ if γ ＝ 1
‖ ‖
||
‖ ‖ 1.25
||
‖ also if γ ＝ 5
||
‖ ‖
||
‖ ‖ 1.17
||
‖ else
||
‖ ‖
||
(1.17 - 1.25) (
‖ ‖ 1.25 + ――――
⋅ γ - 1) | |
‖ ‖
|
4
|| |
‖ ‖
‖ T
||
n
kT ≔ ‖ if ―≤ 0.2
||
‖ Tu
||
‖ ‖
||
‖ ‖ ⎛ k - 5 ⋅ ⎛ k - 1⎞ ⋅ T n ⎞ | |
―
⎟
⎝ t
⎠
‖ ‖⎜ t
Tu ⎠ || |
‖ ‖⎝
|
m
UsH = 0.201 ―
s
Tu = 9.05 s
Tn = 2.092 s
τ = 1.193 ⋅ 10 3
kt = 1.229
Ratio single oscillation velocity
period and averageup-crossing
period at seabed level
‖ T
||
n
kT ≔ ‖ if ―≤ 0.2
||
‖ Tu
||
‖ ‖
||
⎛
⎞
‖ ‖ k - 5 ⋅ ⎛ k - 1⎞ ⋅ T n | |
⎝ t
⎠ ―⎟ |
‖ ‖⎜ t
Tu ⎠ ||
‖ ‖⎝
|
|
‖ Tn
|
‖ if ―> 0.2|
|
|
‖ Tu
|
|
‖ ‖1
|
|
|
‖ ‖
Period associated with maximum wave,
i.e. design oscillation (Eq. 3.16 DNV
F109 2010)
T ≔ Tu ⋅ k T
Ratio single oscillation velocity
amplitude and averageupcrossing period at seabed level
1 ⎛
0.5772 ⎞
kU ≔ ―⋅ ⎜ ‾‾‾‾‾‾
2 ⋅ ln (τ) + ――――
⎟
2 ⎜⎝
‾‾‾‾‾‾
2 ⋅ ln (τ) ⎟⎠
Wave velocity @ pipe level for single
design osciallation (Eq. 3.15 DNV F109
2010)
Uh ≔ kU ⋅ UsH
T = 9.05 s
m
Uh = 0.393 ―
s
Wave spreading
Spectral spreading exponent
Wave spreading directional function
sp ≔ 8
‖
π
Dw (θ) ≔ ‖ if |θ| < ―
2
‖
‖ ‖
⎛
sp ⎞
‖ ‖
Γ ⎜1 + ―⎟
sp
2
‖ ‖ ‾‾
1
2⎠
⎝
⋅ ――――
⋅ cos (θ) ⋅ sin ⎛⎝θw - θ⎞⎠
‖ ‖ ―
⎛ 1 sp ⎞
π
‖ ‖
Γ ⎜―+ ―⎟
‖ ‖‖
2⎠
⎝2
‖
‖ else
‖ ‖‖ 0
‖
Reduction factor is given by:
||
||
||
||
||
||
||
||
||
||
||
| ||
π
‾‾‾‾‾‾‾‾‾
―
2
RD ≔
⌠ D (θ ) d θ
⌡ w
RD = 0.949
π
-―
2
Velocity normal to the pipe including
the effect of wave spreading significant wave velocity
Velocity normal to the pipe including
the effect of wave spreading wave velocity single design spectrum
Lampiran - Analisis Stabilitas OnBottom
Us ≔ RD ⋅ UsH
m
Us = 0.19 ―
s
U ≔ R D ⋅ Uh
m
U = 0.373 ―
s
Current
Seabed roughness
DNV F109 Table 3-1
(depending on seabed type)
Depth level reference
Current velocity at the pipe level
z0 ≔ 5 ⋅ 10 -6
h
zr ≔ ―
2
⎛z
⎞
ln ⎜―+ z0⎟ - ln (z0)
⎝m
⎠
Vp (z) ≔ Vs ⋅ ――――――⋅ sin ⎛⎝θc⎞⎠
⎛ zr
⎞
ln ⎜―+ z0⎟ - ln (z0)
⎝m
⎠
m
Vp ⎛⎝Dconc⎞⎠ = 0.28 ―
s
⎛
⎛ Dconc
⎞
⎞
⎜
⎜ ―― ⎟
⎟
z0 ⎞
m
⎜ ⎛1 + ――
⎜――
⎟-1⎟
ln
⋅
+
1
⎟
⎜⎜
⎜⎝ z0
⎟⎠
⎟
Dconc ⎟
⎜
――
⎜
⎟
⎜⎝
m ⎟⎠
⎟ ⋅ sin ⎛⎝θ ⎞⎠
Vc (z) ≔ Vp (z) ⋅ ⎜――――――――――
c
⎛ zr
⎞
⎜
⎟
―
⎜
⎟
⎜
⎟
m
⎜
⎟
ln ⎜― + 1⎟
⎜⎝ z0
⎟⎠
⎜⎝
⎟⎠
z ≔ Dconc
Steady current velocity associated with
single design oscillatory @pipe level
V ≔ V c (z )
m
V = 0.199 ―
s
U⋅T
K ≔ ――
Dconc
K = 4.714
V
M≔―
U
M = 0.534
Hydrodynamical Forces
Keulegan-Carpenter number
Steady to oscillatory velocity
ratio for single design spectrum
Peak horizontal load coefficient
(DNV F109 Table 3-9)
Peak vertical load coefficient
(DNV F109 Table 3-10)
Lampiran - Analisis Stabilitas OnBottom
CY ≔ 3.3
CZ ≔ 2.36
Safety factors
(DNV F109 Table 3-4, Table 3-5, Table 3-6, Table 3-7)
γSC ≔ 1.5
Horizontal hydrodynamic (drag and inertia) load.
2
1
Fy (x , y) ≔ rtoty (x , y) ⋅ ―⋅ ρsw ⋅ Dconc ⋅ CY ⋅ (U + V)
2
N
Fy (“actual” , “empty”) = 240.222 ―
m
Vertical hydrodynamic (drag and inertia) load.
2
1
Fz (x , y) ≔ rtotz (x , y) ⋅ ―⋅ ρsw ⋅ Dtotal ⋅ CZ ⋅ (U + V)
2
κsi (“actual” , “empty”) = 6.382
N
Fz (“actual” , “empty”) = 151.651 ―
m
κci (“actual” , “empty”) = 3.188
Passive Resistace Forces
Vertical contact force between pipe and soil
F C (x , y ) ≔ W s (x , y ) - F z (x , y )
Passive resistance force
||
FR (x , y) ≔ ‖ if Typesoil ＝ “Sand”
‖
||
|||
‖ ‖ if κsi (x , y) ≤ 26.7
| |
‖ ‖ ‖
1.25 |
|||
‖ ‖ ‖
2 ⎞ ⎛ z (x , y ) ⎞
⎛
p
|||
‖ ‖ ‖ FC (x , y) ⋅ ⎝5 ⋅ κsi (x , y) - 0.15 ⋅ κsi (x , y) ⎠ ⋅ ⎜―――
⎟
‖ ‖ ‖
⎝ Dconc ⎠ || | |
‖ ‖
||
|
( )
‖ ‖ if κsi x , y > 26.7
||
|
1.25⎞
‖ ‖ ‖
⎛
||
|
‖ ‖ ‖ ( ) ⎜ ( ) ⎛ z p (x , y ) ⎞ ⎟ |
||
⎟ ⎟
‖ ‖ ‖ FC x , y ⋅ ⎜κsi x , y ⋅ ⎜―――
||
⎝
⎝ Dconc ⎠ ⎠ ||
‖ ‖
||
‖ ‖
‖ if Type ＝ “Clay”
|
|
soil
‖
|
|
1.31
‖ ‖
|
|
4.1 ⋅ κci (x , y) ⎛ zp (x , y) ⎞
‖ ‖ F (x , y) ⋅ ――――
|
|
⋅
―――
⎜
⎟
0.39
‖ ‖ C
|
D
|
Gci
⎝ conc ⎠ |
‖
‖ ‖
|
Lampiran - Analisis Stabilitas OnBottom
Gci = 1.825
5. SUMMARY
Installation condition
Vertical Stability
Bouyancy force of pipe
Total weight of pipe in the air
Fb
N
3
―――= ⎛⎝3.994 ⋅ 10 ⎞⎠ ―
Lengthpipe
m
g
N
Wtot (“uncorroded” , “empty”) ⋅ ―――= ⎛⎝5.078 ⋅ 10 3 ⎞⎠ ―
Lengthpipe
m
Lateral Stability
Horizontal hydrodynamic force
N
Fy (“uncorroded” , “empty”) = 240.222 ―
m
Vertical hydrodynamic force
N
Fz (“uncorroded” , “empty”) = 151.651 ―
m
Passive resistance force
N
FR (“uncorroded” , “empty”) = ⎛⎝1.834 ⋅ 10 3 ⎞⎠ ―
m
Submerged weight of pipe per meter
N
Ws (“uncorroded” , “empty”) = ⎛⎝1.085 ⋅ 10 3 ⎞⎠ ―
m
Check design criteria lateral and vertical
‖
||
F y (x , y ) + μ ⋅ F z (x , y )
F z (x , y )
≤ 1.0 ∧ γSC ⋅ ―――≤ 1.0 ∧ Ws (x , y) > 0| |
Checktotal (x , y) ≔ ‖ if γSC ⋅ ―――――――
‖
μ ⋅ W s (x , y ) + F R (x , y )
W s (x , y )
||
‖ ‖
||
‖ ‖ “Okay”
||
‖ else
||
‖ ‖
||
“Not okay”
| ||
‖
‖ ‖
Checktotal (“uncorroded” , “empty”) = “Okay”
Concrete coating thicknes requiered
(increased till all check OK)
Tcc ≡ 50 ⋅ mm
Operating condition
Vertical Stability
Bouyancy force of pipe
weight
of pipeOnBottom
in the air
LampiranTotal
- Analisis
Stabilitas
Fb
N
3
―――= ⎛⎝3.994 ⋅ 10 ⎞⎠ ―
Lengthpipe
m
g
N
Wtot (“corroded” , “isi”) ⋅ ―――= ⎛⎝6.902 ⋅ 10 3 ⎞⎠ ―
Lengthpipe
m
Total weight of pipe in the air
g
N
Wtot (“corroded” , “isi”) ⋅ ―――= ⎛⎝6.902 ⋅ 10 3 ⎞⎠ ―
Lengthpipe
m
Lateral Stability
Horizontal hydrodynamic force
N
Fy (“corroded” , “isi”) = 219.109 ―
m
Vertical hydrodynamic force
N
Fz (“corroded” , “isi”) = 141.836 ―
m
Passive resistance force
N
FR (“corroded” , “isi”) = ⎛⎝2.394 ⋅ 10 3 ⎞⎠ ―
m
Submerged weight of pipe per meter
N
Ws (“corroded” , “isi”) = ⎛⎝2.909 ⋅ 10 3 ⎞⎠ ―
m
Check design criteria lateral and vertical
Lampiran - Analisis Stabilitas OnBottom
Checktotal (“corroded” , “isi”) = “Okay”
FREE SPAN ANALYSIS
1. INTRODUCTION
The objective of this spreadsheet is to determine maximum allowable free span length due to hydrodinamical and
axial load. The free span analysis is carried out in accordance to screening fatigue cirteria by DNV RP F105
Pipeline
: 16” Main Production Line MOL NGLJ - PLEM-A SPM#3
2. REFERENCES
The following references are adopted in this spreadsheet:
[1]. DNV RP F105. Free Spanning Pipeline, 2006.
[2]. API Specification 5L, Specification for Line Pipe, 2004.
3. INPUT DATA
3.1. Pipe parameter
Outside Diameter
Thickness nominal pipe
OD ≔ 16 ⋅ in = 406.4 mm
tnom ≔ 12.7 ⋅ mm
Corrosion allowance
CA ≔ 3 ⋅ mm
Pipeline wall thickness
t (cond) ≔ ‖ if cond ＝ “op”| |
‖ ‖
||
‖ ‖ tnom - CA | |
‖
||
‖ else
||
‖ ‖ tnom
|| |
|
‖ ‖
Pipeline inside diameter
Steel density
Steel inertia
Pipeline material
ID (cond) ≔ OD - t (cond)
kg
ρs ≔ 7850 ⋅ ――
m3
4⎞
4 ⎞⎞
⎛⎛ π
⎛ π
Is (cond) ≔ ⎜⎜―⋅ ((ID (cond) + 2. ⋅ t (cond))) ⎟ - ⎜―⋅ (ID (cond)) ⎟⎟
⎝⎝ 64
⎠ ⎝ 64
⎠⎠
Pipe_Grade: API 5L X-52
Specified minimum yield strength
SMYS ≔ 52000 ⋅ psi = 359 MPa
Specified minimum tensile strength
SMTS ≔ 66000 ⋅ psi = 455.054 MPa
Young's modulus of steel
Es ≔ 207000 ⋅ MPa
16" Main Production Line NGLJ - PLEM-A SPM#3
Poisson's ratio of steel
ν ≔ 0.3
Young's modulus of concrete
Ec ≔ 40000 ⋅ MPa
(Assumption by typical young's modulus of concrete)
1
αth ≔ 1.17 ⋅ 10 -5 ⋅ ――
Δ°C
Thermal expansion coefficient
Coating Parameter
Anticorrosion coating thickness
tc ≔ 3.2 ⋅ mm
Anticorrosion coating density
kg
ρc ≔ 940 ⋅ ――
m3
Concrete coating thickness
tcc ≔ 35 ⋅ mm
Concrete coating density
kg
ρcc ≔ 3044 ⋅ ――
m3
Concrete (+ corrosion coating) inertia
4⎞
4⎞
⎛ π
⎛ π
Ic ≔ ⎜―⋅ ⎛⎝OD + 2 ⋅ tc + 2 ⋅ tcc⎞⎠ ⎟ - ⎜―⋅ ⎛⎝OD + 2. ⋅ tc⎞⎠ ⎟ = ⎛⎝1.242 ⋅ 10 9 ⎞⎠ mm 4
⎝ 64
⎠ ⎝ 64
⎠
Content density
||
ρcont (cond) ≔ ‖ if cond ＝ “op”
‖ ‖
||
kg ⎞ | |
‖ ‖⎛
⎟
‖ ‖ ⎜846.89 ⋅ ――
|
m3 ⎠ | |
‖ ‖⎝
|
‖ also if cond ＝ “inst”| |
‖ ‖ ⎛ kg ⎞
||
‖ ‖ ⎜0 ⋅ ――
⎟
||
‖ ‖‖ ⎝ m 3 ⎠
||
‖ else
||
‖
||
‖ ‖
kg
||
‖ ‖ 1000 ⋅ ――
3
||
‖
m
||
‖‖ ‖
Pipeline outside diameter
D ≔ OD + 2 ⋅ tc + 2 ⋅ tcc
Cross sectional area pipe
⎛π
⎞
Ap ≔ ⎜―⋅ ⎛⎝(OD) 2 ⎞⎠⎟ = 0.13 m 2
⎝4
⎠
2 ⎞⎞
⎛π ⎛
Apt ≔ ⎜―⋅ ⎝⎛⎝OD + 2 ⋅ tcc + 2 ⋅ tc⎞⎠ ⎠⎟ = 0.183 m 2
⎝4
⎠
2⎞
⎛
π
Ai (cond) ≔ ―⋅ ⎝(ID (cond)) ⎠
4
Cross sectional internal area of pipe
Ast (cond) ≔ Ap - Ai (cond)
Residual lay tension
3.2. Environment Data
Nlay ≔ 0 ⋅ kN
16" Main Production Line NGLJ - PLEM-A SPM#3
3.2. Environment Data
Water depth
WD ≔ 42.9 ⋅ m
Seawater density
kg
ρsw ≔ 1025 ⋅ ――
m3
Span gap to seabed
es ≔ 0 ⋅ m
(assumed 0)
Trench Depth
dt ≔ 0 ⋅ m
3.2.1. Soil Parameter
Seabed roughness
zo ≔ 5 ⋅ 10 -6 ⋅ m
(DNV OS F105 Table 3-1)
Dynamic lateral stiffness factor
(DNV RP F114 Table 7-4)
kN
Cl ≔ 500 ⋅ ――
m2
(DNV RP F114 Table 7-4)
kN
Cv ≔ 600 ⋅ ――
m2
Static vertical stiffnes factor
kN
Kvs ≔ 100 ⋅ ――
m2
Dynamic vertical stiffness factor
(DNV RP F114 Table 7-4)
3.2.2. Current Data
Current velocity
(Omni)
1m above sea bottom
Elevation reference
Uc (rp) ≔ ‖ if rp ＝ “1yr” | |
‖ ‖
| |
m⎞| |
‖ ‖⎛
⎟
‖ ‖ ⎜⎝0.34 ⋅ ―
s ⎠ || |
‖ ‖
|
‖ if rp ＝ “10yr”| |
|
‖ ‖⎛
m⎞ |
‖ ‖ ⎜0.36 ⋅ ―⎟ | |
s ⎠ || |
‖ ‖‖ ⎝
‖ if rp ＝ “100yr”| |
‖ ‖
||
‖ ‖ ⎛0.36 ⋅ m ⎞ | |
―⎟
‖ ‖ ⎜⎝
s ⎠ || |
|
‖ ‖
href ≔ 1 ⋅ m
(refference assumed)
Current direction relative to pipe
θc ≔ 90 ⋅ deg
Reduced factor of current velocity
RC ≔ sin ⎛⎝θc⎞⎠
3.2.2. Wave Data
16" Main Production Line NGLJ - PLEM-A SPM#3
3.2.2. Wave Data
Hs (rp) ≔ ‖ if rp ＝ “1yr”| |
‖ ‖
| |
‖ ‖ (1.8 ⋅ m) | |
‖ if rp ＝ “10yr”| |
‖ ‖
| |
‖ ‖ (3.6 ⋅ m) | |
‖ if rp ＝ “100yr”| |
‖ ‖
||
‖ ‖ (3.6 ⋅ m)
| ||
‖
Significant wave height
(Omni)
Peak wave period
Tp (rp) ≔ ‖ if rp ＝ “1yr”| |
‖ ‖
| |
‖ ‖ (6.3 ⋅ s) | |
‖ if rp ＝ “10yr”| |
‖ ‖
| |
‖ ‖ (8.3 ⋅ s) | |
‖ if rp ＝ “100yr”| |
‖ ‖
||
‖ ‖ (8.3 ⋅ s)
| ||
‖
Wave direction relative to pipe
θw ≔ 90 ⋅ deg
3.3. Pressure and Temperature data
Installation pressure
Pins ≔ 0 ⋅ psi
External pressure
Pe ≔ ρsw ⋅ g ⋅ WD
Internal Pressure
|
Pi (cond) ≔ ‖ if cond ＝ “op”|
‖ ‖
|
|
‖ ‖ (260 ⋅ psi) |
|
‖ if cond ＝ “hid”|
|
‖ ‖
|
|
‖ ‖ (325 ⋅ psi) |
|
‖ if cond ＝ “wf” ∨ cond ＝ “inst”| |
‖ ‖
||
‖ ‖ (0 ⋅ bar)
| ||
‖
Installation/Ambient Temperature
Ti ≔ 25 °C
Operating Temperature
To ≔ 29.44 °C
difference in temperature
ΔT ≔ To - Ti
3.4. Factor from DNV RP F105
Soil parameter or empirical constant for concrete stiffening
kc ≔ 0.33
(According to DNV RP F105 section 6.2.5.)
0.75
Concrete stiffness factor
(According to DNV RP F105 section 6.2.5.)
Span restrain condition
⎛
⎞
E c ⋅ Ic
CSF (cond) ≔ kc ⋅ ⎜――――
⎟
⎝ Es ⋅ Is (cond) ⎠
16" Main Production Line NGLJ - PLEM-A SPM#3
Span restrain condition
(pinned-pinned = 1
fixed-fixed = 2
Single span = 3)
Boundary condition coefficient
(According to DNV RP F105 Table 6-1)
Assumed fixed to fixed restrain in
pipeline
Spanc ≔ 3
C1 ≔ ‖ if Spanc ＝ 1| |
‖
||
‖ ‖‖ 1.57
||
‖
||
‖ else
||
‖ ‖‖ 3.56
| ||
‖
C2 ≔ ‖ if Spanc ＝ 1| |
‖
||
‖ ‖‖ 1
||
‖
||
‖ else
||
‖ ‖‖ 4.0
| ||
‖
C3 ≔ ‖ if Spanc ＝ 1| |
‖
||
‖ ‖‖ 0.8
||
‖
||
‖ if Spanc ＝ 2| |
‖ ‖ 0.2
||
‖ ‖
|
‖ if Spanc ＝ 3| |
||
‖ ‖ 0.4
||
‖
‖
C4 ≔ ‖ if Spanc ＝ 1| |
‖
||
‖ ‖‖ 4.93
||
‖
||
‖ if Spanc ＝ 2| |
‖ ‖ 14.1
||
‖ ‖
|
‖ if Spanc ＝ 3| |
||
‖ ‖ 8.6
||
‖
‖
C5 ≔ ‖ if Spanc ＝ 1| |
‖
||
‖ ‖1
||
‖ ‖―
||
8
||
‖ ‖‖
‖ if Spanc ＝ 2| |
||
‖ ‖
1
||
‖ ‖―
||
‖ ‖‖ 12
|
‖
|
‖ if Spanc ＝ 3| |
||
‖ ‖ 1
||
‖ ‖―
||
24
‖
‖‖ ‖
||
C6 ≔ ‖ if Spanc ＝ 1| |
‖
||
‖ ‖ 5
||
‖ ‖ ―― | |
||
‖ ‖‖ 384
‖ if Spanc ＝ 2| |
||
‖ ‖
1
||
‖ ‖ ――
||
‖ ‖‖ 384
|
‖
|
||
if
Span
＝
3
c
‖
||
‖ ‖ 1
‖ ‖ ―― | |
||
384
‖‖ ‖‖SPM#3
16" Main Production Line NGLJ - PLEM-A
||
‖ ――
||
‖ ‖‖ 384
|
‖
|
||
if
Span
＝
3
c
‖
||
‖ ‖ 1
‖
‖ ―― | |
||
‖‖ ‖‖ 384
||
Safety factor for screening criteria
(According to DNV RP F105 Table 2-1)
γil ≔ 1.4
γcf ≔ 1.4
Safety factor stability parameter
γk ≔ 1
General safety factor for fatigue
γonil ≔ 1.1
γoncf ≔ 1.2
16" Main Production Line NGLJ - PLEM-A SPM#3
4. CALCULATION
calculation based on screening fatigue criteria. that mean this calculation is necessary to determine the
maximum length of free span to avoid performing more detailed fatigue analysis
4.1. Weight Pipe
Mass of steel
2 ⎞⎞
⎛⎛ π ⎛
⎞
mst (cond) ≔ ⎜⎜―⋅ ⎝(OD) 2 - (OD - 2 ⋅ t (cond)) ⎠⎟ ⋅ ρs⎟
⎝⎝ 4
⎠ ⎠
Mass of corrosion coating
2
⎛π ⎛
⎞⎞
kg
mc ≔ ⎜―⋅ ⎝⎛⎝OD + 2 ⋅ tc⎞⎠ - (OD) 2 ⎠⎟ ⋅ ρc = 3.871 ―
m
⎝4
⎠
Mass of concrete coating
2
2 ⎞⎞
⎛π ⎛
mcc ≔ ⎜―⋅ ⎝⎛⎝OD + 2 ⋅ tc + 2 ⋅ tcc⎞⎠ - ⎛⎝OD + 2 ⋅ tc⎞⎠ ⎠⎟ ⋅ ρcc = 149.88
⎝4
⎠
Mass of content
2⎞
π ⎛
mcont (cond) ≔ ―⋅ ⎝(ID (cond)) ⎠ ⋅ ρcont (cond)
4
pls adjust
Mass of displaced water
Added coefficient mass
(According to DNV RP F105 Chapter 6.9)
π
kg
mw ≔ ―⋅ (D) 2 ⋅ ρsw = 187.65 ―
m
4
‖ e
||
s
Ca ≔ ‖ if ―< 0.8
||
‖ D
||
‖ ‖
||
1.6
‖ ‖ 0.68 + ――――
||
⎛
‖ ‖
es ⎞ | |
⎜1 + 5 ⋅ ―⎟ | |
‖ ‖
D⎠ |
⎝
‖ ‖
|
‖ else
||
‖ ‖
||
1
||
‖‖ ‖
Bouyancy
B ≔ mw
Effective mass of pipeline
meff (cond) ≔ ⎛⎝mst (cond) + mc + mcc + mcont (cond)⎞⎠ ⋅ Ca
Weight pipe on air
mtot (cond) ≔ mst (cond) + mc + mcc + mcont (cond)
Submerged weight
wsub (cond) ≔ ⎛⎝mtot (cond) - B⎞⎠ ⋅ g
4.2. Hydrodinamics load
4.2.1. Current
Reference measurement height
Mean current velocity acting on pipe
4.2.1. Wave
zr ≔ 1 ⋅ m
⎛
D⎞
⎜ es + ―⎟
2 ⎟
ln ⎜―――
⎜⎝ zo ⎟⎠
Ucurrent (rp) ≔ Uc (rp) ⋅ RC ⋅ ――――
⎛ zr ⎞
ln ⎜―⎟
⎝ zo ⎠
16" Main Production Line NGLJ - PLEM-A SPM#3
4.2.1. Wave
Maximum integration number
imax ≔ 10000
Integration parameter
i ≔ 1 , 2 ‥ 10000
Angular spectral peak frequency
2 ⋅ (π )
ωp (rp) ≔ ―――
Tp (rp)
Angular wave frequency
ωmax (rp) ≔ 10 ⋅ ωp (rp)
ωmax (rp)
Δω (rp) ≔ ―――
imax
ω (rp , i) ≔ Δω (rp) ⋅ i
‖
|
k (rp) ≔ ‖ k ← 1 ⋅ m -1
|
2
⎛⎛
⎞ ⎞|
‖
(
)
ωp rp
‖ root ⎜⎜―――
- k ⋅ tanh (k ⋅ WD)⎟ , k⎟ |
⎜
⎜
⎟⎠ ⎟⎠ |
‖‖
g
⎝⎝
|
Wave Number
ωp (rp) ⋅ cosh ⎛⎝(k (rp)) ⋅ ⎛⎝D + es⎞⎠⎞⎠
Gw (rp) ≔ ――――――――――
sinh (k (rp) ⋅ WD)
Frequency transfer function from
wave elevation to flow velocity
(DNV RP F105 Sect. 3.3.5)
Tp (rp)
φ (rp) ≔ ―――⋅ m 0.5 ⋅ s -1
‾‾‾‾‾
Hs (rp)
Peak enhancement parameter
||
γ (rp) ≔ ‖ if φ (rp) ≤ 3.6
‖ ‖
||
‖ ‖5
||
‖ also if φ (rp) ≥ 5
||
‖ ‖
||
‖ ‖1
||
‖ else
||
‖ ‖
||
‖‖ ‖ exp (5.75 - 1.15 ⋅ φ (rp)) | ||
Peak enhancement factor
(DNV RP F105
Sect. 3.3.3)
Generelised Phillips Constant
2
(DNV RP F105
Sect. 3.3.3)
σ (rp , i) ≔ ‖ if ω (rp , i) ≤ ωp (rp)| |
‖
||
‖ ‖‖ 0.07
||
‖
||
else
‖
||
‖ ‖‖ 0.09
| ||
‖
Spectral width parameter
(DNV RP F105
Sect. 3.3.3)
JONSWAP Spectrum
(DNV RP F105
Sect. 3.3.3)
4
5 Hs (rp) ⋅ ωp (rp) (
⋅ 1 - 0.287 ⋅ ln (φ (rp)))
α (rp) ≔ ―⋅ ――――――
16
g2
Sηη (rp , i) ≔ α (rp) ⋅ g 2 ⋅ ω (rp , i)
-5
⎛
-5 ⎛ ω (rp , i) ⎞ ⎟
⋅ exp ⎜――
⋅ ――― ⋅ γ (rp)
⎜⎝ 4 ⎜⎝ ωp (rp) ⎟⎠ ⎟⎠
16" Main Production Line NGLJ - PLEM-A SPM#3
-4⎞
2⎞
⎛
⎛ ω (rp , i) - ωp (rp) ⎞ ⎟
⎜
exp ⎜-0.5 ⋅ ⎜――――――⎟ ⎟
⎜⎝ σ (rp , i) ⋅ ωp (rp) ⎟⎠ ⎠
⎝
Wave Induced Velocity
2
Suu (rp , i) ≔ Gw (rp) ⋅ Sηη (rp , i)
(DNV RP F105 Sect. 3.3.5)
⎛
0
⎛
⎞⎞
M0 (rp) ≔ Δω (rp) ⋅ ⎜ ∑ ⎝ω (rp , i) ⋅ Suu (rp , i)⎠⎟
⎝ i
⎠
Spectral momen order 0
(DNV RP F105 Sect. 3.3.6)
(DNV RP F105 Sect. 3.3.6)
⎛
2
⎛
⎞⎞
M2 (rp) ≔ Δω (rp) ⋅ ⎜ ∑ ⎝ω (rp , i) ⋅ Suu (rp , i)⎠⎟
⎝ i
⎠
Significant flow velocity
amplitude at pipe level
Us (rp) ≔ 2 ⋅ ‾‾‾‾‾‾
M0 (rp)
Spectral momen order 2
(DNV RP F105 Sect. 3.3.6)
Mean zero upcrossing period of
oscillating flow at pipe level
Tu (rp) ≔ 2 ⋅ π ⋅
(DNV RP F105 Sect. 3.3.6)
Spreading parameter
‾‾‾‾‾‾
M0 (rp)
―――
M2 (rp)
sp ≔ 8
(DNV RP F105 Sect. 3.4.4)
‖
||
π
w (β) ≔ ‖ if |β| < ―
||
2
‖
||
‖ ‖
⎛
sp ⎞ | |
Γ ⎜1 + ―⎟ | |
‖ ‖
1
2 ⎠ ||
⎝
‖ ‖ ‾‾
⋅ ――――
‖ ‖ ―
⎛ 1 sp ⎞ | |
π
Γ ⎜―+ ―⎟ | |
‖ ‖
2⎠ |
⎝2
‖ ‖
|
‖ else
||
‖ ‖
||
‖‖ ‖ 0
| ||
Wave energy spreading
(DNV RP F105 Sect. 3.4.4)
Reduction factor
π
‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾
―
2
RD ≔
(DNV RP F105 Sect. 3.4.4)
⌠
2
( )
⎛
⎞
⎮
⌡ w β ⋅ sin ⎝θw - β⎠ d β
-π
――
2
Uwave (rp) ≔ Us (rp) ⋅ RD
Reduced significant wave velocity
4.3. Effective span length and critical buckling value
Effective Stress
Weibull shape parameter
Seff (cond) ≔ Nlay - ⎛⎝Pi (cond) - Pins⎞⎠ ⋅ (1 - 2 ⋅ ν) ⋅ Ai (cond) - Ast (cond) ⋅ Es ⋅ αth ⋅ ΔT
⎛
⎞
Ksoil ⋅ y 4
βweibull ⎛⎝y , Ksoil , cond⎞⎠ ≔ log ⎜―――――――――⎟
⎜⎝ (1 + CSF (cond)) ⋅ Es ⋅ Is (cond) ⎟⎠
16" Main Production Line NGLJ - PLEM-A SPM#3
Length effective
||
Leff ⎛⎝y , Ksoil , cond⎞⎠ ≔ ‖ if Spanc ＝ 3
‖
||
|||
‖ ‖ if βweibull ⎛⎝y , Ksoil , cond⎞⎠ ≥ 2.7
| |
‖ ‖ ‖
⎞|||
4.73
‖ ‖ ‖ ⎛―――――――――――――――――――
y
⋅
⎟|||
2
‖ ‖ ‖⎜
|
‖ ‖ ‖ ⎜⎝ -0.066 ⋅ βweibull ⎛⎝y , Ksoil , cond⎞⎠ + 1.02 ⋅ βweibull ⎛⎝y , Ksoil , cond⎞⎠ + 0.63 ⎟⎠ || | |
‖
‖ if β
|
⎛
⎞
||
weibull ⎝y , Ksoil , cond⎠ < 2.7
‖ ‖
|
||
⎞|
‖ ‖ ‖⎛
4.73
||
⋅ y⎟
‖ ‖ ‖ ⎜――――――――――――――――――
2
|
||
‖ ‖ ‖ ⎜⎝ 0.036 ⋅ βweibull ⎛⎝y , Ksoil , cond⎞⎠ + 0.61 ⋅ βweibull ⎛⎝y , Ksoil , cond⎞⎠ + 1 ⎟⎠ |
||
|
‖ ‖
‖ ‖
||
‖ else
||
‖ ‖
||
y
||
‖ ‖
C2 ⋅ π 2 ⋅ Es ⋅ Is (cond)
Pcr ⎛⎝y , Ksoil , cond⎞⎠ ≔ (1 + CSF (cond)) ⋅ ―――――――
2
⎛⎝Leff ⎛⎝y , Ksoil , cond⎞⎠⎞⎠
Critical buckling value
4.4. Natural Frequency
Deflection inline
δil ≔ 0 ⋅ mm
Deflection cross flow
4
wsub (cond) ⋅ Leff ⎛⎝y , Cv , cond⎞⎠
1
δcf (y , cond) ≔ C6 ⋅ ―――――――――⋅ ―――――――
⎛
(
)
(
(
)
)
Seff (cond) ⎞
Es ⋅ Is cond ⋅ 1 + CSF cond
⎜1 + ―――――⎟
Pcr ⎛⎝y , Cv , cond⎞⎠ ⎠
⎝
Inline natural frequency
1 + CSF (cond) ⋅
fnil (y , cond) ≔ C1 ⋅ ‾‾‾‾‾‾‾‾‾‾‾
‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾
⎛
⎛ δil ⎞ 2 ⎞
Es ⋅ Is (cond)
Seff (cond)
⋅ ⎜1 + ―――――+ C3 ⋅ ⎜―⎟ ⎟
―――――――――
4
Pcr ⎛⎝y , Cl , cond⎞⎠
⎝ D ⎠ ⎟⎠
meff (cond) ⋅ Leff ⎛⎝y , Cl , cond⎞⎠ ⎜⎝
Crossflow natural frequency
fncf (y , cond) ≔ C1 ⋅ ‾‾‾‾‾‾‾‾‾‾‾
1 + CSF (cond) ⋅
2⎞
‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾
⎛
⎛ δcf (y , cond) ⎞ ⎟
Es ⋅ Is (cond)
Seff (cond)
⎜
⋅ 1 + ―――――+ C3 ⋅ ⎜――――
―――――――――
⎟ ⎟
4
⎜
Pcr ⎝⎛y , Cv , cond⎠⎞
D
⎝
⎠ ⎠
meff (cond) ⋅ Leff ⎛⎝y , Cv , cond⎞⎠ ⎝
4.5. Length Max Free Span based on
Screening
16" Fatigue
Main Production
Line NGLJ - PLEM-A SPM#3
4.5. Length Max Free Span based on Fatigue Screening
4.5.1. In Line Screening
Damping ratio
ζsoil ≔ 0.01
ζstructure ≔ 0.005
ζhydrodinamics ≔ 0
ζtot ≔ ζsoil + ζstructure + ζhydrodinamics
Stability parameter
4 ⋅ π ⋅ meff (cond) ⋅ ζtot
Ks (cond) ≔ ――――――
ρsw ⋅ D 2
(DNV RP F105 Sect. 4.1.8)
Ks (cond)
Ksd (cond) ≔ ―――
γk
Reducted stability parameter
||
VRil (cond) ≔ ‖ if Ksd (cond) < 0.4
‖
||
‖ ‖ 1
||
‖ ‖ ――
||
‖ ‖‖ γonil
||
‖ also if Ksd (cond) ≥ 1.6| |
‖ ‖
||
2.2
‖ ‖ ――
||
‖ ‖ γonil
||
‖ ‖
||
‖ else
||
‖ ‖ 0.6 + K (cond)
||
sd
‖ ‖ ―――――
||
‖ ‖‖
γonil
| ||
‖
In-line onset value for reduced velocity
Current flow ratio
Ucurrent (“100yr”)
αr ≔ ――――――――――
Uwave (“1yr”) + Ucurrent (“100yr”)
⎛⎛
⎛
⎞ ⎞
y ⎞
―⎟
⎜⎜ U
⎜
⎟ ⎟
(
)
“100yr”
D ⎟ 1⎟ ⎟
current
FscrIL (y , cond) ≔ ⎛⎝fnil (y , cond)⎞⎠ - ⎜⎜―――――⋅ ⎜1 - ――
⋅ ― ⋅ γil
250 ⎟⎠ αr ⎟⎠ ⎟⎠
⎜⎝⎜⎝ VRil (cond) ⋅ D ⎜⎝
Length max according fatigue screening criteria
|
Lscr_IL (cond) ≔ ‖ y ← 20 ⋅ m
‖
|
⎛
⎛⎛
⎛
⎞ ⎞ ⎞|
y ⎞
‖
―
⎜
⎜⎜ U
⎟
⎟ ⎟ ⎟
(
) ⎜
‖
D ⎟ 1 ⎟ ⎟ ⎟|
current “100yr”
⋅ ⎜1 - ――
⋅ ― ⋅ γil , y |
‖ root ⎜⎛⎝fnil (y , cond)⎞⎠ - ⎜⎜―――――
250 ⎟⎠ αr ⎟⎠ ⎟⎠ ⎟⎠ |
⎜⎝
⎜⎝⎜⎝ VRil (cond) ⋅ D ⎜⎝
‖
|
Lmaxil (cond) ≔ ‖ y ← 20 ⋅ m
‖
|
⎛
⎛
⎛
⎛
⎛
⎞
⎞
⎞
⎞
⎞
y
‖
|
―
⎜⎜
⎜⎜ U
⎟
⎟ ⎟⎟ ⎟ |
(
) ⎜
‖
D
1
current “100yr”
⎟ ⋅ ―⎟ ⋅ γil⎟⎟ , y⎟ |
⋅ ⎜1 - ――
‖ root ⎜⎜⎛⎝fnil (y , cond)⎞⎠ - ⎜⎜―――――
250 ⎟⎠ αr ⎟⎠ ⎟⎠⎟⎠ ⎟⎠ |
⎜⎝⎜⎝
⎜⎝⎜⎝ VRil (cond) ⋅ D ⎜⎝
‖
4.5.2. Cross Flow Screening
16" Main Production Line NGLJ - PLEM-A SPM#3
4.5.2. Cross Flow Screening
Correction factor for
onset cross-flow due to
seabed proximity
‖ e
||
s
ψproxionset ≔ ‖ if ―< 0.8
||
‖ D
||
‖ ‖
||
⎛
⎞
e
1
s
‖ ‖―
⋅ ⎜4 + 1.25 ⋅ ―⎟ | |
‖ ‖‖ 5 ⎝
D⎠||
‖
||
‖ else
||
‖ ‖‖ 1
| ||
‖
1.25 ⋅ dt - es
Trratio ≔ ――――
D
Relative trench depth
Δ/D.
Correction factor for
onset cross-flow due to
the effect of trench
ψtrenchonset ≔ 1 + 0.5 ⋅ Trratio
3 ⋅ ψproxionset ⋅ ψtrenchonset
VRcf ≔ ―――――――
γoncf
cross-flow onset value for reduced
velocity
⎛⎛ Ucurrent (“100yr”) + Uwave (“1yr”) ⎞
⎞
Fcf (y , cond) ≔ ⎛⎝fncf (y , cond)⎞⎠ - ⎜⎜――――――――――
⎟ ⋅ γcf⎟
VRcf ⋅ D
⎝⎝
⎠
⎠
|
Lscr_CF (cond) ≔ ‖ y ← 25 m
‖
|
‖ root ⎛⎛f (y , cond)⎞ - ⎛⎛ Ucurrent (“100yr”) + Uwave (“1yr”) ⎞ ⋅ γ ⎞ , y⎞ |
⎜⎝ ncf
⎟ cf⎟ ⎟ |
⎠ ⎜⎜――――――――――
‖
VRcf ⋅ D
⎝
⎝⎝
⎠
⎠ ⎠|
‖
5. SUMMARY
5.1. InLine Screening
Lscr_IL (“inst”) = 31.11 m
Lscr_CF (“inst”) = 41.462 m
Lscr_IL (“op”) = 28.316 m
Lscr_CF (“op”) = 36.946 m
Lscr_IL (“hid”) = 30.344 m
Lscr_CF (“hid”) = 38.52 m
16" Main Production Line NGLJ - PLEM-A SPM#3
FREE SPAN ANALYSIS
1. INTRODUCTION
The objective of this spreadsheet is to determine maximum allowable free span length due to hydrodinamical and
axial load. The free span analysis is carried out in accordance to screening fatigue cirteria by DNV RP F105
Pipeline
: 24” Main Lifting Line MOL PLEM-B SPM#3 - PLEM-C SPM#4
2. REFERENCES
The following references are adopted in this spreadsheet:
[1]. DNV RP F105. Free Spanning Pipeline, 2006.
[2]. API Specification 5L, Specification for Line Pipe, 2004.
3. INPUT DATA
3.1. Pipe parameter
Outside Diameter
OD ≔ 24 ⋅ in = 609.6 mm
tnom ≔ 14.3 ⋅ mm
Thickness nominal pipe
Corrosion allowance
CA ≔ 3 ⋅ mm
Pipeline wall thickness
t (cond) ≔ ‖ if cond ＝ “op”| |
‖ ‖
||
‖ ‖ tnom - CA | |
‖
||
‖ else
||
‖ ‖ tnom
|| |
|
‖ ‖
Pipeline inside diameter
ID (cond) ≔ OD - t (cond)
kg
ρs ≔ 7850 ⋅ ――
m3
Steel density
4⎞
4 ⎞⎞
⎛⎛ π
⎛ π
Is (cond) ≔ ⎜⎜―⋅ ((ID (cond) + 2. ⋅ t (cond))) ⎟ - ⎜―⋅ (ID (cond)) ⎟⎟
⎝⎝ 64
⎠ ⎝ 64
⎠⎠
Steel inertia
Pipeline material
Pipe_Grade: API 5L X-52
Specified minimum yield strength
SMYS ≔ 52000 ⋅ psi = 359 MPa
Specified minimum tensile strength
SMTS ≔ 66000 ⋅ psi = 455.054 MPa
Young's modulus of steel
Es ≔ 207000 ⋅ MPa
24" Main Lifting Line PLEM-B SPM#3 - PLEM-C SPM#4
Poisson's ratio of steel
ν ≔ 0.3
Young's modulus of concrete
Ec ≔ 40000 ⋅ MPa
(Assumption by typical young's modulus of concrete)
1
αth ≔ 1.17 ⋅ 10 -5 ⋅ ――
Δ°C
Thermal expansion coefficient
Coating Parameter
Anticorrosion coating thickness
tc ≔ 3.2 ⋅ mm
Anticorrosion coating density
kg
ρc ≔ 940 ⋅ ――
m3
Concrete coating thickness
tcc ≔ 50 ⋅ mm
Concrete coating density
kg
ρcc ≔ 3044 ⋅ ――
m3
Concrete (+ corrosion coating) inertia
4⎞
4⎞
⎛ π
⎛ π
Ic ≔ ⎜―⋅ ⎛⎝OD + 2 ⋅ tc + 2 ⋅ tcc⎞⎠ ⎟ - ⎜―⋅ ⎛⎝OD + 2. ⋅ tc⎞⎠ ⎟ = ⎛⎝5.833 ⋅ 10 9 ⎞⎠ mm 4
⎝ 64
⎠ ⎝ 64
⎠
Content density
||
ρcont (cond) ≔ ‖ if cond ＝ “op”
‖ ‖
||
kg ⎞ | |
‖ ‖⎛
⎟
‖ ‖ ⎜846.89 ⋅ ――
|
m3 ⎠ | |
‖ ‖⎝
|
‖ also if cond ＝ “inst”| |
‖ ‖ ⎛ kg ⎞
||
‖ ‖ ⎜0 ⋅ ――
⎟
||
‖ ‖‖ ⎝ m 3 ⎠
||
‖ else
||
‖
||
‖ ‖
kg
||
‖ ‖ 1000 ⋅ ――
3
||
‖
m
||
‖‖ ‖
Pipeline outside diameter
D ≔ OD + 2 ⋅ tc + 2 ⋅ tcc
Cross sectional area pipe
⎛π
⎞
Ap ≔ ⎜―⋅ ⎛⎝(OD) 2 ⎞⎠⎟ = 0.292 m 2
⎝4
⎠
2 ⎞⎞
⎛π ⎛
Apt ≔ ⎜―⋅ ⎝⎛⎝OD + 2 ⋅ tcc + 2 ⋅ tc⎞⎠ ⎠⎟ = 0.403 m 2
⎝4
⎠
2⎞
⎛
π
Ai (cond) ≔ ―⋅ ⎝(ID (cond)) ⎠
4
Cross sectional internal area of pipe
Ast (cond) ≔ Ap - Ai (cond)
Residual lay tension
3.2. Environment Data
Nlay ≔ 0 ⋅ kN
24" Main Lifting Line PLEM-B SPM#3 - PLEM-C SPM#4
3.2. Environment Data
Water depth
WD ≔ 42.9 ⋅ m
Seawater density
kg
ρsw ≔ 1025 ⋅ ――
m3
Span gap to seabed
es ≔ 0 ⋅ m
(assumed 0)
Trench Depth
dt ≔ 0 ⋅ m
3.2.1. Soil Parameter
Seabed roughness
zo ≔ 5 ⋅ 10 -6 ⋅ m
(DNV OS F105 Table 3-1)
Dynamic lateral stiffness factor
(DNV RP F114 Table 7-4)
kN
Cl ≔ 500 ⋅ ――
m2
(DNV RP F114 Table 7-4)
kN
Cv ≔ 600 ⋅ ――
m2
Static vertical stiffnes factor
kN
Kvs ≔ 100 ⋅ ――
m2
Dynamic vertical stiffness factor
(DNV RP F114 Table 7-4)
3.2.2. Current Data
Current velocity
(Omni)
1m above sea bottom
Elevation reference
Uc (rp) ≔ ‖ if rp ＝ “1yr” | |
‖ ‖
| |
m⎞| |
‖ ‖⎛
⎟
‖ ‖ ⎜⎝0.34 ⋅ ―
s ⎠ || |
‖ ‖
|
‖ if rp ＝ “10yr”| |
|
‖ ‖⎛
m⎞ |
‖ ‖ ⎜0.36 ⋅ ―⎟ | |
s ⎠ || |
‖ ‖‖ ⎝
‖ if rp ＝ “100yr”| |
‖ ‖
||
‖ ‖ ⎛0.36 ⋅ m ⎞ | |
―⎟
‖ ‖ ⎜⎝
s ⎠ || |
|
‖ ‖
href ≔ 1 ⋅ m
(refference assumed)
Current direction relative to pipe
θc ≔ 90 ⋅ deg
Reduced factor of current velocity
RC ≔ sin ⎛⎝θc⎞⎠
3.2.2. Wave Data
24" Main Lifting Line PLEM-B SPM#3 - PLEM-C SPM#4
3.2.2. Wave Data
Hs (rp) ≔ ‖ if rp ＝ “1yr”| |
‖ ‖
| |
‖ ‖ (1.8 ⋅ m) | |
‖ if rp ＝ “10yr”| |
‖ ‖
| |
‖ ‖ (3.6 ⋅ m) | |
‖ if rp ＝ “100yr”| |
‖ ‖
||
‖ ‖ (3.6 ⋅ m)
| ||
‖
Significant wave height
(Omni)
Peak wave period
Tp (rp) ≔ ‖ if rp ＝ “1yr”| |
‖ ‖
| |
‖ ‖ (6.3 ⋅ s) | |
‖ if rp ＝ “10yr”| |
‖ ‖
| |
‖ ‖ (8.3 ⋅ s) | |
‖ if rp ＝ “100yr”| |
‖ ‖
||
‖ ‖ (8.3 ⋅ s)
| ||
‖
Wave direction relative to pipe
θw ≔ 90 ⋅ deg
3.3. Pressure and Temperature data
Installation pressure
Pins ≔ 0 ⋅ psi
External pressure
Pe ≔ ρsw ⋅ g ⋅ WD
Internal Pressure
|
Pi (cond) ≔ ‖ if cond ＝ “op”|
‖ ‖
|
|
‖ ‖ (260 ⋅ psi) |
|
‖ if cond ＝ “hid”|
|
‖ ‖
|
|
‖ ‖ (325 ⋅ psi) |
|
‖ if cond ＝ “wf” ∨ cond ＝ “inst”| |
‖ ‖
||
‖ ‖ (0 ⋅ bar)
| ||
‖
Installation/Ambient Temperature
Ti ≔ 25 °C
Operating Temperature
To ≔ 29.44 °C
difference in temperature
ΔT ≔ To - Ti
3.4. Factor from DNV RP F105
Soil parameter or empirical constant for concrete stiffening
kc ≔ 0.33
(According to DNV RP F105 section 6.2.5.)
0.75
Concrete stiffness factor
(According to DNV RP F105 section 6.2.5.)
Span restrain condition
⎛
⎞
E c ⋅ Ic
CSF (cond) ≔ kc ⋅ ⎜――――
⎟
⎝ Es ⋅ Is (cond) ⎠
24" Main Lifting Line PLEM-B SPM#3 - PLEM-C SPM#4
Span restrain condition
(pinned-pinned = 1
fixed-fixed = 2
Single span = 3)
Boundary condition coefficient
(According to DNV RP F105 Table 6-1)
Assumed fixed to fixed restrain in
pipeline
Spanc ≔ 3
C1 ≔ ‖ if Spanc ＝ 1| |
‖
||
‖ ‖‖ 1.57
||
‖
||
‖ else
||
‖ ‖‖ 3.56
| ||
‖
C2 ≔ ‖ if Spanc ＝ 1| |
‖
||
‖ ‖‖ 1
||
‖
||
‖ else
||
‖ ‖‖ 4.0
| ||
‖
C3 ≔ ‖ if Spanc ＝ 1| |
‖
||
‖ ‖‖ 0.8
||
‖
||
‖ if Spanc ＝ 2| |
‖ ‖ 0.2
||
‖ ‖
|
‖ if Spanc ＝ 3| |
||
‖ ‖ 0.4
||
‖
‖
C4 ≔ ‖ if Spanc ＝ 1| |
‖
||
‖ ‖‖ 4.93
||
‖
||
‖ if Spanc ＝ 2| |
‖ ‖ 14.1
||
‖ ‖
|
‖ if Spanc ＝ 3| |
||
‖ ‖ 8.6
||
‖
‖
C5 ≔ ‖ if Spanc ＝ 1| |
‖
||
‖ ‖1
||
‖ ‖―
||
8
||
‖ ‖‖
‖ if Spanc ＝ 2| |
||
‖ ‖
1
||
‖ ‖―
||
‖ ‖‖ 12
|
‖
|
‖ if Spanc ＝ 3| |
||
‖ ‖ 1
||
‖ ‖―
||
24
‖
‖‖ ‖
||
C6 ≔ ‖ if Spanc ＝ 1| |
‖
||
‖ ‖ 5
||
‖ ‖ ―― | |
||
‖ ‖‖ 384
‖ if Spanc ＝ 2| |
||
‖ ‖
1
||
‖ ‖ ――
||
‖ ‖‖ 384
|
‖
|
||
if
Span
＝
3
c
‖
||
‖ ‖ 1
‖ ‖ ―― | |
‖‖ ‖‖ 384
24" Main Lifting Line PLEM-B SPM#3 - PLEM-C
SPM#4|| ||
‖ ――
||
‖ ‖‖ 384
|
‖
|
||
if
Span
＝
3
c
‖
||
‖ ‖ 1
‖
‖ ―― | |
||
‖‖ ‖‖ 384
||
Safety factor for screening criteria
(According to DNV RP F105 Table 2-1)
γil ≔ 1.4
γcf ≔ 1.4
Safety factor stability parameter
γk ≔ 1
General safety factor for fatigue
γonil ≔ 1.1
γoncf ≔ 1.2
24" Main Lifting Line PLEM-B SPM#3 - PLEM-C SPM#4
4. CALCULATION
calculation based on screening fatigue criteria. that mean this calculation is necessary to determine the
maximum length of free span to avoid performing more detailed fatigue analysis
4.1. Weight Pipe
Mass of steel
2 ⎞⎞
⎛⎛ π ⎛
⎞
mst (cond) ≔ ⎜⎜―⋅ ⎝(OD) 2 - (OD - 2 ⋅ t (cond)) ⎠⎟ ⋅ ρs⎟
⎝⎝ 4
⎠ ⎠
Mass of corrosion coating
2
⎛π ⎛
⎞⎞
kg
mc ≔ ⎜―⋅ ⎝⎛⎝OD + 2 ⋅ tc⎞⎠ - (OD) 2 ⎠⎟ ⋅ ρc = 5.791 ―
m
⎝4
⎠
Mass of concrete coating
2
2 ⎞⎞
⎛π ⎛
mcc ≔ ⎜―⋅ ⎝⎛⎝OD + 2 ⋅ tc + 2 ⋅ tcc⎞⎠ - ⎛⎝OD + 2 ⋅ tc⎞⎠ ⎠⎟ ⋅ ρcc = 318.44
⎝4
⎠
Mass of content
2⎞
π ⎛
mcont (cond) ≔ ―⋅ ⎝(ID (cond)) ⎠ ⋅ ρcont (cond)
4
pls adjust
π
kg
mw ≔ ―⋅ (D) 2 ⋅ ρsw = 412.705 ―
m
4
Mass of displaced water
‖ e
||
s
Ca ≔ ‖ if ―< 0.8
||
‖ D
||
‖ ‖
||
1.6
‖ ‖ 0.68 + ――――
||
⎛
‖ ‖
es ⎞ | |
⎜1 + 5 ⋅ ―⎟ | |
‖ ‖
D⎠ |
⎝
‖ ‖
|
‖ else
||
‖ ‖
||
1
||
‖‖ ‖
Added coefficient mass
(According to DNV RP F105 Chapter 6.9)
Bouyancy
B ≔ mw
Effective mass of pipeline
meff (cond) ≔ ⎛⎝mst (cond) + mc + mcc + mcont (cond)⎞⎠ ⋅ Ca
Weight pipe on air
mtot (cond) ≔ mst (cond) + mc + mcc + mcont (cond)
Submerged weight
wsub (cond) ≔ ⎛⎝mtot (cond) - B⎞⎠ ⋅ g
4.2. Hydrodinamics load
4.2.1. Current
zr ≔ 1 ⋅ m
Reference measurement height
Mean current velocity acting on pipe
4.2.1. Wave
⎛
D⎞
⎜ es + ―⎟
2 ⎟
ln ⎜―――
⎜⎝ zo ⎟⎠
Ucurrent (rp) ≔ Uc (rp) ⋅ RC ⋅ ――――
⎛ zr ⎞
ln ⎜―⎟
⎝ zo ⎠
24" Main Lifting Line PLEM-B SPM#3 - PLEM-C SPM#4
4.2.1. Wave
Maximum integration number
imax ≔ 10000
Integration parameter
i ≔ 1 , 2 ‥ 10000
Angular spectral peak frequency
2 ⋅ (π )
ωp (rp) ≔ ―――
Tp (rp)
Angular wave frequency
ωmax (rp) ≔ 10 ⋅ ωp (rp)
ωmax (rp)
Δω (rp) ≔ ―――
imax
ω (rp , i) ≔ Δω (rp) ⋅ i
‖
|
k (rp) ≔ ‖ k ← 1 ⋅ m -1
|
2
⎛⎛
⎞ ⎞|
‖
(
)
ωp rp
‖ root ⎜⎜―――
- k ⋅ tanh (k ⋅ WD)⎟ , k⎟ |
⎜
⎜
⎟⎠ ⎟⎠ |
‖‖
g
⎝⎝
|
Wave Number
ωp (rp) ⋅ cosh ⎛⎝(k (rp)) ⋅ ⎛⎝D + es⎞⎠⎞⎠
Gw (rp) ≔ ――――――――――
sinh (k (rp) ⋅ WD)
Frequency transfer function from
wave elevation to flow velocity
(DNV RP F105 Sect. 3.3.5)
Tp (rp)
φ (rp) ≔ ―――⋅ m 0.5 ⋅ s -1
‾‾‾‾‾
Hs (rp)
Peak enhancement parameter
||
γ (rp) ≔ ‖ if φ (rp) ≤ 3.6
‖ ‖
||
‖ ‖5
||
‖ also if φ (rp) ≥ 5
||
‖ ‖
||
‖ ‖1
||
‖ else
||
‖ ‖
||
‖‖ ‖ exp (5.75 - 1.15 ⋅ φ (rp)) | ||
Peak enhancement factor
(DNV RP F105
Sect. 3.3.3)
Generelised Phillips Constant
2
(DNV RP F105
Sect. 3.3.3)
σ (rp , i) ≔ ‖ if ω (rp , i) ≤ ωp (rp)| |
‖
||
‖ ‖‖ 0.07
||
‖
||
else
‖
||
‖ ‖‖ 0.09
| ||
‖
Spectral width parameter
(DNV RP F105
Sect. 3.3.3)
JONSWAP Spectrum
(DNV RP F105
Sect. 3.3.3)
4
5 Hs (rp) ⋅ ωp (rp) (
⋅ 1 - 0.287 ⋅ ln (φ (rp)))
α (rp) ≔ ―⋅ ――――――
16
g2
Sηη (rp , i) ≔ α (rp) ⋅ g 2 ⋅ ω (rp , i)
-5
⎛
-5 ⎛ ω (rp , i) ⎞ ⎟
⋅ exp ⎜――
⋅ ――― ⋅ γ (rp)
⎜⎝ 4 ⎜⎝ ωp (rp) ⎟⎠ ⎟⎠
24" Main Lifting Line PLEM-B SPM#3 - PLEM-C SPM#4
-4⎞
2⎞
⎛
⎛ ω (rp , i) - ωp (rp) ⎞ ⎟
⎜
exp ⎜-0.5 ⋅ ⎜――――――⎟ ⎟
⎜⎝ σ (rp , i) ⋅ ωp (rp) ⎟⎠ ⎠
⎝
Wave Induced Velocity
2
Suu (rp , i) ≔ Gw (rp) ⋅ Sηη (rp , i)
(DNV RP F105 Sect. 3.3.5)
⎛
0
⎛
⎞⎞
M0 (rp) ≔ Δω (rp) ⋅ ⎜ ∑ ⎝ω (rp , i) ⋅ Suu (rp , i)⎠⎟
⎝ i
⎠
Spectral momen order 0
(DNV RP F105 Sect. 3.3.6)
(DNV RP F105 Sect. 3.3.6)
⎛
2
⎛
⎞⎞
M2 (rp) ≔ Δω (rp) ⋅ ⎜ ∑ ⎝ω (rp , i) ⋅ Suu (rp , i)⎠⎟
⎝ i
⎠
Significant flow velocity
amplitude at pipe level
Us (rp) ≔ 2 ⋅ ‾‾‾‾‾‾
M0 (rp)
Spectral momen order 2
(DNV RP F105 Sect. 3.3.6)
Mean zero upcrossing period of
oscillating flow at pipe level
Tu (rp) ≔ 2 ⋅ π ⋅
(DNV RP F105 Sect. 3.3.6)
Spreading parameter
‾‾‾‾‾‾
M0 (rp)
―――
M2 (rp)
sp ≔ 8
(DNV RP F105 Sect. 3.4.4)
‖
||
π
w (β) ≔ ‖ if |β| < ―
||
2
‖
||
‖ ‖
⎛
sp ⎞ | |
Γ ⎜1 + ―⎟ | |
‖ ‖
1
2 ⎠ ||
⎝
‖ ‖ ‾‾
⋅ ――――
‖ ‖ ―
⎛ 1 sp ⎞ | |
π
Γ ⎜―+ ―⎟ | |
‖ ‖
2⎠ |
⎝2
‖ ‖
|
‖ else
||
‖ ‖
||
‖‖ ‖ 0
| ||
Wave energy spreading
(DNV RP F105 Sect. 3.4.4)
Reduction factor
π
‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾
―
2
RD ≔
(DNV RP F105 Sect. 3.4.4)
⌠
2
( )
⎛
⎞
⎮
⌡ w β ⋅ sin ⎝θw - β⎠ d β
-π
――
2
Uwave (rp) ≔ Us (rp) ⋅ RD
Reduced significant wave velocity
4.3. Effective span length and critical buckling value
Effective Stress
Weibull shape parameter
Seff (cond) ≔ Nlay - ⎛⎝Pi (cond) - Pins⎞⎠ ⋅ (1 - 2 ⋅ ν) ⋅ Ai (cond) - Ast (cond) ⋅ Es ⋅ αth ⋅ ΔT
⎛
⎞
Ksoil ⋅ y 4
βweibull ⎛⎝y , Ksoil , cond⎞⎠ ≔ log ⎜―――――――――⎟
⎜⎝ (1 + CSF (cond)) ⋅ Es ⋅ Is (cond) ⎟⎠
24" Main Lifting Line PLEM-B SPM#3 - PLEM-C SPM#4
Length effective
||
Leff ⎛⎝y , Ksoil , cond⎞⎠ ≔ ‖ if Spanc ＝ 3
‖
||
|||
‖ ‖ if βweibull ⎛⎝y , Ksoil , cond⎞⎠ ≥ 2.7
| |
‖ ‖ ‖
⎞|||
4.73
‖ ‖ ‖ ⎛―――――――――――――――――――
y
⋅
⎟|||
2
‖ ‖ ‖⎜
|
‖ ‖ ‖ ⎜⎝ -0.066 ⋅ βweibull ⎛⎝y , Ksoil , cond⎞⎠ + 1.02 ⋅ βweibull ⎛⎝y , Ksoil , cond⎞⎠ + 0.63 ⎟⎠ || | |
‖
‖ if β
|
⎛
⎞
||
weibull ⎝y , Ksoil , cond⎠ < 2.7
‖ ‖
|
||
⎞|
‖ ‖ ‖⎛
4.73
||
⋅ y⎟
‖ ‖ ‖ ⎜――――――――――――――――――
2
|
||
‖ ‖ ‖ ⎜⎝ 0.036 ⋅ βweibull ⎛⎝y , Ksoil , cond⎞⎠ + 0.61 ⋅ βweibull ⎛⎝y , Ksoil , cond⎞⎠ + 1 ⎟⎠ |
||
|
‖ ‖
‖ ‖
||
‖ else
||
‖ ‖
||
y
||
‖ ‖
C2 ⋅ π 2 ⋅ Es ⋅ Is (cond)
Pcr ⎛⎝y , Ksoil , cond⎞⎠ ≔ (1 + CSF (cond)) ⋅ ―――――――
2
⎛⎝Leff ⎛⎝y , Ksoil , cond⎞⎠⎞⎠
Critical buckling value
4.4. Natural Frequency
Deflection inline
δil ≔ 0 ⋅ mm
Deflection cross flow
4
wsub (cond) ⋅ Leff ⎛⎝y , Cv , cond⎞⎠
1
δcf (y , cond) ≔ C6 ⋅ ―――――――――⋅ ―――――――
⎛
(
)
(
(
)
)
Seff (cond) ⎞
Es ⋅ Is cond ⋅ 1 + CSF cond
⎜1 + ―――――⎟
Pcr ⎛⎝y , Cv , cond⎞⎠ ⎠
⎝
Inline natural frequency
1 + CSF (cond) ⋅
fnil (y , cond) ≔ C1 ⋅ ‾‾‾‾‾‾‾‾‾‾‾
‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾
⎛
⎛ δil ⎞ 2 ⎞
Es ⋅ Is (cond)
Seff (cond)
⋅ ⎜1 + ―――――+ C3 ⋅ ⎜―⎟ ⎟
―――――――――
4
Pcr ⎛⎝y , Cl , cond⎞⎠
⎝ D ⎠ ⎟⎠
meff (cond) ⋅ Leff ⎛⎝y , Cl , cond⎞⎠ ⎜⎝
Crossflow natural frequency
fncf (y , cond) ≔ C1 ⋅ ‾‾‾‾‾‾‾‾‾‾‾
1 + CSF (cond) ⋅
2⎞
‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾‾
⎛
⎛ δcf (y , cond) ⎞ ⎟
Es ⋅ Is (cond)
Seff (cond)
⎜
⋅ 1 + ―――――+ C3 ⋅ ⎜――――
―――――――――
⎟ ⎟
4
⎜
Pcr ⎝⎛y , Cv , cond⎠⎞
D
⎝
⎠ ⎠
meff (cond) ⋅ Leff ⎛⎝y , Cv , cond⎞⎠ ⎝
4.5. Length Max Free Span based
Fatigue
Screening
24"on
Main
Lifting Line
PLEM-B SPM#3 - PLEM-C SPM#4
4.5. Length Max Free Span based on Fatigue Screening
4.5.1. In Line Screening
Damping ratio
ζsoil ≔ 0.01
ζstructure ≔ 0.005
ζhydrodinamics ≔ 0
ζtot ≔ ζsoil + ζstructure + ζhydrodinamics
Stability parameter
4 ⋅ π ⋅ meff (cond) ⋅ ζtot
Ks (cond) ≔ ――――――
ρsw ⋅ D 2
(DNV RP F105 Sect. 4.1.8)
Ks (cond)
Ksd (cond) ≔ ―――
γk
Reducted stability parameter
||
VRil (cond) ≔ ‖ if Ksd (cond) < 0.4
‖
||
‖ ‖ 1
||
‖ ‖ ――
||
‖ ‖‖ γonil
||
‖ also if Ksd (cond) ≥ 1.6| |
‖ ‖
||
2.2
‖ ‖ ――
||
‖ ‖ γonil
||
‖ ‖
||
‖ else
||
‖ ‖ 0.6 + K (cond)
||
sd
‖ ‖ ―――――
||
‖ ‖‖
γonil
| ||
‖
In-line onset value for reduced velocity
Current flow ratio
Ucurrent (“100yr”)
αr ≔ ――――――――――
Uwave (“1yr”) + Ucurrent (“100yr”)
⎛⎛
⎛
⎞ ⎞
y ⎞
―⎟
⎜⎜ U
⎜
⎟ ⎟
(
)
“100yr”
D ⎟ 1⎟ ⎟
current
FscrIL (y , cond) ≔ ⎛⎝fnil (y , cond)⎞⎠ - ⎜⎜―――――⋅ ⎜1 - ――
⋅ ― ⋅ γil
250 ⎟⎠ αr ⎟⎠ ⎟⎠
⎜⎝⎜⎝ VRil (cond) ⋅ D ⎜⎝
Length max according fatigue screening criteria
|
Lscr_IL (cond) ≔ ‖ y ← 20 ⋅ m
‖
|
⎛
⎛⎛
⎛
⎞ ⎞ ⎞|
y ⎞
‖
―
⎜
⎜⎜ U
⎟
⎟ ⎟ ⎟
(
) ⎜
‖
D ⎟ 1 ⎟ ⎟ ⎟|
current “100yr”
⋅ ⎜1 - ――
⋅ ― ⋅ γil , y |
‖ root ⎜⎛⎝fnil (y , cond)⎞⎠ - ⎜⎜―――――
250 ⎟⎠ αr ⎟⎠ ⎟⎠ ⎟⎠ |
⎜⎝
⎜⎝⎜⎝ VRil (cond) ⋅ D ⎜⎝
‖
|
Lmaxil (cond) ≔ ‖ y ← 20 ⋅ m
‖
|
⎛
⎛
⎛
⎛
⎛
⎞
⎞
⎞
⎞
⎞
y
‖
|
―
⎜⎜
⎜⎜ U
⎟
⎟ ⎟⎟ ⎟ |
(
) ⎜
‖
D
1
current “100yr”
⎟ ⋅ ―⎟ ⋅ γil⎟⎟ , y⎟ |
⋅ ⎜1 - ――
‖ root ⎜⎜⎛⎝fnil (y , cond)⎞⎠ - ⎜⎜―――――
250 ⎟⎠ αr ⎟⎠ ⎟⎠⎟⎠ ⎟⎠ |
⎜⎝⎜⎝
⎜⎝⎜⎝ VRil (cond) ⋅ D ⎜⎝
‖
4.5.2. Cross Flow Screening
24" Main Lifting Line PLEM-B SPM#3 - PLEM-C SPM#4
4.5.2. Cross Flow Screening
Correction factor for
onset cross-flow due to
seabed proximity
‖ e
||
s
ψproxionset ≔ ‖ if ―< 0.8
||
‖ D
||
‖ ‖
||
⎛
⎞
e
1
s
‖ ‖―
⋅ ⎜4 + 1.25 ⋅ ―⎟ | |
‖ ‖‖ 5 ⎝
D⎠||
‖
||
‖ else
||
‖ ‖‖ 1
| ||
‖
1.25 ⋅ dt - es
Trratio ≔ ――――
D
Relative trench depth
Δ/D.
Correction factor for
onset cross-flow due to
the effect of trench
ψtrenchonset ≔ 1 + 0.5 ⋅ Trratio
3 ⋅ ψproxionset ⋅ ψtrenchonset
VRcf ≔ ―――――――
γoncf
cross-flow onset value for reduced
velocity
⎛⎛ Ucurrent (“100yr”) + Uwave (“1yr”) ⎞
⎞
Fcf (y , cond) ≔ ⎛⎝fncf (y , cond)⎞⎠ - ⎜⎜――――――――――
⎟ ⋅ γcf⎟
VRcf ⋅ D
⎝⎝
⎠
⎠
|
Lscr_CF (cond) ≔ ‖ y ← 25 m
‖
|
‖ root ⎛⎛f (y , cond)⎞ - ⎛⎛ Ucurrent (“100yr”) + Uwave (“1yr”) ⎞ ⋅ γ ⎞ , y⎞ |
⎜⎝ ncf
⎟ cf⎟ ⎟ |
⎠ ⎜⎜――――――――――
‖
VRcf ⋅ D
⎝
⎝⎝
⎠
⎠ ⎠|
‖
5. SUMMARY
5. Screening Fatigue
Lscr_IL (“inst”) = 42.378 m
Lscr_CF (“inst”) = 59.664 m
Lscr_IL (“op”) = 38.692 m
Lscr_CF (“op”) = 57.597 m
24" Main Lifting Line PLEM-B SPM#3 - PLEM-C SPM#4
Cathodic Protection calculation 16"
Cathodic Protection
SACP DESIGN CALCULATION
Protected Structure
No.
Name
1
16" MAIN PRODUCTION LINE FROM NGLJ PLATFORM - PLEM-A
ICCP Design Parameter
Cathode Surface Area, immersed
length of pipe
length of join coating cutback
Dia.
(m)
0,406
Length
(m)
888
HWL
(m)
40,00
Length (m)
immersed
buried
888
0
SL
(m)
(5,00)
2
1134 m
12,10 m
0,30 m
(Ac)
Design Current Density
Rake
Angle
0
Safety Factor (Sf)
Design Life (tf)
Seawater Resistivity (ρ)
(DNV-RP-F103, Table 5-1)
2
Initial
(ici)
0,060 A/m
Mean
(icm)
2
0,060 A/m
Protective Pot.(Ec)
2
0,060 A/m
0,1 %
0,003 %
OD anode
ID anode
Thickness of anode (ta)
Final
coating breakdown factor, a. (DNV F103, Table A.1)
coating breakdown factor, b. (DNV F103, Table A.1)
(icf)
a
b
Surface Area (m2)
immersed
buried
1133,75
0,00
1133,75
0,00
0 %
20 years
0,19 Ωm
(NACE-SP-0176-2007, Table A1)
0,80 (-) Volt
484,7 mm
414,7 mm
35 mm
coating breakdown factor field joint coating, a. (DNV F103, Table A.2)
a
3 %
Length of anode (La)
coating breakdown factor field joint coating, b. (DNV F103, Table A.2)
Mean Coating Breakdown Factor
Final Coating Breakdown Factor
Anode Characteristic
Material
: Aluminum Alloy
Anode Utilization Factor
Design Open Circuit Anode Potential
Electrochemical Efficiency
SACP Design Calculation
Current Demand, Immersed
Initial
Mean
Final
Total Current Demand for Mass calculation
Total Current Demand for Current calculation
Total Net Anode Mass
b
(fc) mean
(fc) Final
0,3 %
0,421074 %
0,598347 %
Anode density
Mass per Anode
Anode Surface Area
u
Ea
ε
DNV-RP-F103
0,80
1,05 (-) Volt
2000 Ah/Kg
Ici
Icm
Icf
Ic
I'c
Ma
Ici = Ac*ici*fc
Icm = Ac*icm*fcm
Icf = Ac*icf*fc
Ic = Icm + I'cm
I'c = Ici + I'cm
Ma = (Icm*tf*8760)/(u*ε)
N = Ma/ma
0,41
0,286
0,407
0,287
0,41
31,39
Number of Anode by Mass Calculation
Individual Anode Resistance
Individual Anode Current Output
Number of Anode by Current Calculation
Spacing Requirement
Maximum Anode Spacing based on calculation
Maximum Anode Spacing based user spec
Number of anode required based on maximum anode spacing (user spec)
Final Maximum Anode Spacing
N
Ra
Ia
N'
Lspacecalc
Lmaxspace
Nmaxspace
Lspaceanode
Ra = 0,315*ρ/ ⎷A
Ia = (Ec - Ea)/Ra
N' =I'c/Ia
Lspaceanode = Lpipeline / max(N;N')
user specification
Nmaxspace = roundup ( Lpipeline/Lmaxspace)
Lspaceanode = Lpipeline / max(N;N';Nmaxspace)
250,00 mm
3
2700 kg/m
28,28 kg
2
0,31 m
A
A
A
A
A
Kg
2 pcs
0,11 Ω
2,32 A
1 pc(s)
444,00
280
4
222,00
m
m
pcs
m
Cathodic Protection calculation 24"
Cathodic Protection
SACP DESIGN CALCULATION
Protected Structure
No.
Name
1
24" MAIN LIFTING LINE FROM PLEM-B TO PLEM-C
ICCP Design Parameter
Cathode Surface Area, immersed
length of pipe
length of join coating cutback
Dia.
(m)
0,61
Length
(m)
778
HWL
(m)
40,00
SL
(m)
(5,00)
2
1490 m
12,10 m
0,30 m
(Ac)
Design Current Density
Rake
Angle
0
Safety Factor (Sf)
Design Life (tf)
Seawater Resistivity (ρ)
(DNV-RP-F103, Table 5-1)
2
Initial
(ici)
0,060 A/m
Mean
(icm)
2
0,060 A/m
Final
coating breakdown factor, a. (DNV F103, Table A.1)
coating breakdown factor, b. (DNV F103, Table A.1)
2
0,060 A/m
0,1 %
0,003 %
(icf)
coating breakdown factor field joint coating, a. (DNV F103, Table A.2)
coating breakdown factor field joint coating, b. (DNV F103, Table A.2)
Mean Coating Breakdown Factor
Final Coating Breakdown Factor
Anode Characteristic
Material
: Aluminum Alloy
Anode Utilization Factor
Design Open Circuit Anode Potential
Electrochemical Efficiency
SACP Design Calculation
Current Demand, Immersed
Initial
Mean
Final
Total Current Demand for Mass calculation
Total Current Demand for Current calculation
Total Net Anode Mass
Number of Anode by Mass Calculation
Individual Anode Resistance
Individual Anode Current Output
Number of Anode by Current Calculation
Spacing Requirement
Maximum Anode Spacing based on calculation
Maximum Anode Spacing based user spec
Number of anode required based on maximum anode spacing (user spec)
Final Maximum Anode Spacing
a
b
a
b
(fc) mean
(fc) Final
3
0,3
0,421074
0,598347
Length (m)
immersed
buried
778
0
%
%
%
%
Surface Area (m2)
immersed
buried
1489,96
0,00
1489,96
0,00
0 %
20 years
0,19 Ωm
(NACE-SP-0176-2007, Table A1)
Protective Pot.(Ec)
Mass per Anode
Anode Surface Area
0,80 (-) Volt
63,40 kg
2
0,50 m
u
Ea
ε
DNV-RP-F103
0,80
1,05 (-) Volt
2000 Ah/Kg
Ici
Icm
Icf
Ic
I'c
Ma
Ici = Ac*ici*fc
Icm = Ac*icm*fc
Icf = Ac*icf*fc
Ic = Icm + I'cm
I'c = Ici + I'cm
Ma = (Ic*tf)/(u*ε)
N = Ma/ma
0,53
0,376
0,535
0,377
0,54
41,24
N
Ra
Ia
N'
Lspacecalc
Lmaxspace
Nmaxspace
Lspaceanode
Ra = 0,315*ρ/ ⎷A
Ia = (Ec - Ea)/Ra
N' =I'c/Ia
Lspaceanode = Lpipeline / max(N;N')
user specification
Nmaxspace = roundup ( Lpipeline/Lmaxspace)
Lspaceanode = Lpipeline / max(N;N';Nmaxspace)
A
A
A
A
A
Kg
1
0,08 Ω
2,96 A
1
778,00
280
3
259,33
m
m
pcs
m
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
LAMPIRAN 5 – VERIFIKASI PERHITUNGAN PIPING
PTIT-ENG-PD-480-002
44
VERIFIKASI WALL THICKNESS PIPING NGLJ PLATFORM
PD 16" dan 24" Terminal Phase 2
PHE ONWJ
Material
Pipe Properties
Value
Unit
ASTM A106 Gr. B
0,5
No
Pipe
1 PL-XXX-A-8"
2 PL-XXX-A-12"
3 PL-116-A-16"
B31.3 Factor
Temperatur Desain 200 F
S
20000 psi
W
1E
1Y
0,4 -
OD Pressure t.nominal OD
ID
in psi
mm
mm
mm
8,625
260
8,18
219,1 202,715
12,75
260
9,53
323,85
304,79
16
260
9,53
406,4
387,34
t.req (B31.3)
Check
mm
1,417
1,335 OK
2,094
2,003 OK
2,628
2,544 OK
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
LAMPIRAN 6 – VERIFIKASI PERHITUNGAN STRUKTUR
PTIT-ENG-PD-480-002
45
ANALISIS INPLACE STRUKTUR 24" SSV SKID
Hasil analisis struktur 24” SSV Skid menunjukkan bahwa UC maksimum pada struktur 24” SSV Skid
adalah 0,36. Karena UC maksimum pada struktur 24” SSV Skid besarnya kurang dari satu, maka
struktur 24” SSV Skid mampu menahan beban yang terjadi selama beroperasi.
ANALISIS INPLACE STRUKTUR PLEM-A
Hasil analisis struktur Plem-A menunjukkan bahwa UC maksimum pada struktur Plem-A adalah
0,58. UC maksimum pada sambungan struktur Plem-A adalah 0,131. Karena UC maksimum pada
struktur dan sambungan struktur Plem-A besarnya kurang dari satu, maka struktur Plem-A mampu
menahan beban yang terjadi selama beroperasi.
ANALISIS INPLACE STRUKTUR PLEM-B
Hasil analisis struktur Plem-B menunjukkan bahwa UC maksimum pada struktur Plem-B adalah
0,31. UC maksimum pada sambungan struktur Plem-B adalah 0,177. Karena UC maksimum pada
struktur dan sambungan struktur Plem-B besarnya kurang dari satu, maka struktur Plem-B mampu
menahan beban yang terjadi selama beroperasi.
Stopper Clamp Collar Check Calculation - NGLJ Platform
1.0 INTRODUCTION
Type of riser clamp was adopted for the risers:
1. "Stopper Clamp" at el. (+) 10.00 ft
This stoppper clamp was designed to support all the riser vertical load
2.0 DESIGN LOAD
To check the hanger clamp and the guide clamp, the forces were taken from the result of NGLJ
Inplace Analysis - Operating and Storm Condition
Load Factor of 1.25 is selected
Maximum Forces (local) on Anchor Clamp :
Fx =
0.05 kips
Fy =
3.36 kips
Fz =
3.36 kips
My =
20.34 in-kips
Mz =
20.32 in-kips
3.0 RESTRAINT COLLAR CHECK
Neophrene thk.
Coating
Neophrene
HBE-HT
Riser Diameter
=
=
=
0.5
0.02
16
in
in
in
Wrap Plate
OD Shell
ID Shell
twrap
=
=
=
19.039
17.039
1
in
in
in
Ring
(27 inch)
OD ring plate
ID ring plate
tring
=
=
=
28
19.04
0.5
in
in
in
Stiffener
height (h)
tstiff
=
=
4
0.5
in
in
Stopper Clamp Collar Check Calculation - NGLJ Platform
Force on clamp
- Vertical force
Q =
Fv / 8
=
0.420
f =
Q.a / (2/3.h)
=
0.443
a = (twrap+(20-12.75)*0.5)x05=
2.813
kips
kips
in
Stiffener Check
h
b
tw
tf
A
Ct
Cb
I
Av
S
Fy
=
=
=
=
=
=
=
=
=
=
=
3.5
11
0.5
0.5
7.2
2.9
0.6
4.8
1.7
1.6402
50
M =
fb =
Fb =
UC =
Q.a
M/S
0.75 x Fy
fb / Fb
=
=
=
=
1.181
0.720
37.5
0.019
kips-in
ksi
=
ksi
=
< 1 (OK)
4.966
258.563
Mpa
Mpa
Q
fv =
Fv =
UC =
Q/Av
0.4 x Fy
fb / Fb
=
=
=
=
0.4
0.247
20
0.012
kips
ksi
=
ksi
=
< 1 (OK)
1.703
137.900
Mpa
Mpa
in
in
in
in
in2
in
in
in4
in2
in3
ksi
Welding Check
For fillet weld size =
0.375 in
h
=
4
in
double fillet weld:
Av
= 2 x 0.707 x filled size x h
=
fv
= Q/Av
=
2
S
= 2 x 0.707 x filled size x h /6 =
fb
=
0.809 ksi
2
2 0.5
Resultant stress fr = (fb + fv )
=
Tensile strenth of E70XX electrode
=
Yield Stress of PL. 0.5 mm
=
Allowable shear stress for fillet weld is the lesser of :
Fs1
= 0.3 x 0.707 x 70
=
2.121
0.198
1.414
in2
ksi
in2
0.833
70
50
kpa
ksi
ksi
14.847
ksi
=
4.164
Mpa
Stopper Clamp Collar Check Calculation - NGLJ Platform
Fs2
= 0.4 x Fy
Allowable shear stress, Fv
UC =
fr / FS1
=
0.041
=
=
< 1 (OK)
28
19.04
0.5
331.028
0.420
0.001
in
in
in
in2
kips
ksi
20
14.847
ksi
ksi
=
0.128
ksi
=
0.880
Mpa
37.5
ksi
=
258.563
Mpa
=
102.370 Mpa
102.370 Mpa
Ring Plate Check
OD
ID
t
Ring Plate Area
Applied Load
Distributed load on ring plate
=
=
=
=
=
=
1/8 x π x (OD + ID)/2
(OD - ID)/2
2.062
a =
b =
a/b =
=
=
a/b
1
2
2.062
b1
0.727
1.226
1.253
9.236
4.480
in
in
Maximum bending stress
fb = b1 x q x b2 / t2
Allowable bending stress
UC =
fb / FB
Fb = 0.75 x fy
=
0.003
=
=
< 1 (OK)
Weld Sizing
Vertical force at supports (P) =
8xQ
=
3.36
kips
- Weld material = E70xx electrodes, tensile strength =
70
ksi
- Yield strenth of collar
=
50
ksi
Allowable shear stress is the lesser of:
Fs1
=
0.3 x 0.707 x 70
=
14.847
ksi
Fs2
=
0.4 x Fy
=
20
ksi
=
14.847
ksi
=
=
15.708
0.014
in
OK
Allowable stress for fillet weld
Effective length = half perimeter of riser
Fillet leg size (t)
Fillet leg size
=
=
Fillet weld used
=
π x Dia riser x 0.5
P / (Fsi x Effective lenth)
0.375
in >
0.014
in
in
Stopper Clamp Collar Check Calculation - NGLJ Platform
Wrap Plate Check
From Roark's Formula (table 9.2 case 7 page 319)
t
R
beff1
fT
A
I
S
k2
a
Moment at Load
M=
-0.21
M+
=
0.128
fb=
0.96
fb+
=
0.586
=
=
=
=
=
=
=
=
=
0.80
3.94
2.05
0.43
1.64
0.10
0.20
0.9961
0.0039
in
in
in
kips
in2
in4
in3
kips-in
kips-in
ksi
ksi
Applied curve beams subjected to bending in the plane of the curve:
R
=
3.94
in
t
=
0.8
in
R/t
=
4.925
in4
I
=
0.10
in2
A
=
1.64
h
d1
d2
S
=
=
=
=
0.006 in
t / 2 -h
t/2+h
(I + Ah2) / max (d1,d2)
Maximum bending stress
Allowable bending stress
UC =
fb / FB
=
=
=
0.394
0.406
0.246
fb = M(-) / S
Fb = 0.75 x fy
=
0.026
in
in
in3
=
=
< 1 (OK)
0.960
37.5
ksi
ksi
=
=
6.619
258.563
Mpa
Mpa
Stopper Clamp and Bolt Check Calculation - NGLJ Platform
1. Bolt in Clamp Stopper Strength Check
Bolt in Clamp Stopper Strength Check
Design Specification
Design Code
: API-RP-2A 22th Edition, AISC - ASD 9th Edition
ROARK'S Formula for Stress & Strain
Clamp Design Theory
Stopper Clamp and Bolt Check Calculation - NGLJ Platform
The maximum force in the bolt
Bolt Specification
Bolt Specification :
1" Dia Bolt, 8 Connections, Double Nuts
Stud Bolt (ASTM A-193 Gr.B7), Nut (A-194 Gr 2H Cadnium Plated)
Bolt Allowance Stress
Stud bolt material
Specification min tensile strength
Allowable tensile stress
Allowable shear stress
ASTM A-325
Fu =
Ft = 0.33 Fu =
Fv = 0.17 Fu =
Bolt Capacity
Diameter of Bolt to be used
Section area of bolt
Bolt capacity in tension
Bolt capacity in shear
D
A
Ftbolt = Ft x A
Fsbolt = Fv x A/2
=
=
=
=
120
39.60
20.40
Ksi
Ksi
Ksi
1
0.785
31.102
8.011
in
in2
Kips
Kips
Those LCOMB are then combined to generate the max. value (worst case condition)
Member Force (kips)
Moment (kips-in)
Fx
Fy
Fz
Mx
My
Mz
As is in SACS*
Design Calculation
Axis Conversion to clamp
design theory
0.05
0.05
3.36
3.36
3.36
3.36
0
0
20.34
20.34
20.32
20.32
Fx
Fy
Fz
Mx
My
Mz
For
For
For
For Shear
For Shear
For Shear
Tension
Tension
Tension
Check
Check
Check
Check
Check
Check
* Maximum Member forces & moment for operating and storm conditions
Note
Clamp Configuration
Bolt No.
X
Xmax
Y
Ymax
=
=
=
=
=
8
19.68
9.84
18
9
each
in
in
in
in
Stopper Clamp and Bolt Check Calculation - NGLJ Platform
T max Calculation (Shear Force due to My)
Item
Xi (in)
Yi (in)
Xi2+Yi2 (in2)
b1
7.84
3
70.466
b2
7.84
6
97.466
b3
7.84
3
70.466
b4
7.84
6
97.466
b5
7.84
3
70.466
b6
7.84
6
97.466
b7
7.84
3
70.466
b8
7.84
6
97.466
Sum
671.725
Moment acting at clamp centre
Max shear force in bolt due to MT (X-comp)
Max shear force in bolt due to MT (Z-comp)
Calculation the shear force in bolt (one bolt)
Number of bolts
Shear force due to Fx
Shear force due to Fz
Total shear force at X-component
Total shear force at Y-component
Total shear resultant in bolt
Unity Check (Shear)
Total shear in bolt
Bolt capacity
Unity Check
Calculation the shear force in bolt (one bolt)
MT = Mx =
Tx max =
Tz max =
20.32
0.27
0.3
Kips-in
Kips
Kips
=
=
=
=
=
=
8
0.420
0.420
0.690
0.720
0.997
Nos
Kips
Kips
Kips
Kips
Kips
Fstot =
Fsbolt =
UC = Fstot/Fsbolt =
0.997
8.011
0.124
Kips
Kips
< 1 (OK)
N
Fsfx = Fx / N
Fsfy = Fy / N
Fsx = Fsfx + Txmax
Fsy = Fsfy + Tzmax
Fstot = sqrt(Fsx2+Fsy2)
Stopper Clamp and Bolt Check Calculation - NGLJ Platform
Lever Arm Calculation (L-yy)
Item
Lever (in) Qty(Ea)
b1
3
1
b2
6
1
b3
3
1
b4
6
1
b5
3
1
b6
6
1
b7
3
1
b8
6
1
Sum
8
Lever arm of half section bolt Arr.
Lever arm of half section bolt Arr.
Lever*Qty
3
6
3
6
3
6
3
6
36
Calculation the tension force in bolt (one bolt)
Number of bolts
Tension force due to Fx
Tension force due to Mz
Tension force due to Mx
Total tension in bolt
Unity Check (Tension)
Total tension in bolt
Bolt capacity
Unity Check
Bolt Arr., Lyy =
Bolt Arr., Lxx =
4.5
9.84
in
in
=
=
=
=
=
8
0.006
0.517
1.129
1.652
Nos
Kips
Kips
Kips
Kips
Fttot =
Ftbolt =
UC = Fttot/Ftbolt =
1.652
31.102
0.053
Kips
Kips
< 1 (OK)
=
=
=
=
=
=
=
=
=
=
406.4
12.7
12.7
431.8
12.7
19.05
12.7
152.4
114.3
609.6
mm
mm
mm
mm
mm
mm
mm
mm
mm
mm
Fy =
=
36
29000
ksi
ksi
N
Ftz = Fz/N
Ftmy = Mx/(Lxx*N/2)
Ftmz = Mz/(Lyy*N/2)
Fttot = Ftfx + Ftmy + Ftmz
Clamp Strength Check
Partial Clamp Configuration
Clamp Dimension
Tubular diameter
Tubular wall thickness
Neoprene thickness
Clamp plate inside diameter
Clamp plate thickness
Flange stiffener thickness
Horizontal stiffener thickness
Horizontal stiffener distance
Flange stiffener width
Effective length of clamp
Clamp Specification and Allowance Stress
Plate material for clamp, ASTM - A36, SMYS
Clamp plate modulus elasticity
OD
tris
tnpr
OD
tclamp
tstf
thor
a
b
L
Stopper Clamp and Bolt Check Calculation - NGLJ Platform
Flange Strength Check
Assumption Base:
- The bolt force transmitt in to plate area between horizontal stiffener as pressure
- Flange stiffener to be checked by considering the plate area between horizontal stiffener as rectangular plate
(Refer to table 26, case no.10, ROARK'S Formula for stress & strain)
Tensile capacity of each bolt
Pressure load
Horizontal stiffener distance
Flange stiffener width
Flange stiffener thickness
a and b ratio
The maximum bending stress
Allowable stress for bending
Unity Check
Ft-bolt
q = P / (axb)
a
b
t
a/b
β1
=
=
=
=
=
=
=
31.100
7.937
152.400
114.300
19.050
1.333
0.440
Kips
Mpa
mm
mm
mm
σb = (β1 x q x b2) / t2 =
Fb = 0.75 Fy
(max. bending stress / Allowable) =
125.725
186.165
0.675
Mpa
Mpa
< 1 (OK)
12.7
609.6
431.8
152.400
248.22
199955
138.348
2.677
45.505
mm
mm
mm
mm
Mpa
Mpa
kN
Mpa
Mpa
Rolled Clamp Plate Strength Check
Assumption Base : The pressure during tighting will cause hoop stress at rolled plate
Hoop Stress in Rolled Plate, fn
Clamp plate thickness
Effective length of clamp
Clamp plate inside diameter
Horizontal stiffener distance
Plate material for clamp
Clamp plate modulus elasticity
Tensile capacity of each bolt
Intensity of pressure dr tighten of bolts
Hoop stress in rolled plate
t
L
D
a
ASTM - A36, SMYS (Fy)
=
=
=
=
=
=
Ft-bolt =
P = 2 x Ft-bolt / (π x D / 2 x a) =
fn = P x D / (2t) =
Allowable Hoop Stress Calculation is Based on API RP-2A, Section 3.2.5
Geometri Parameter
M = L/D x (2 D/t)0.5
Diamater and thickness ratio
D/t
Parameter
0.825 x Ratio
Range value of M
If 3.5 < M < 0.825 D/t then
Critical hoop buckling Co-efficient
Ch = 0.736 / (M-0.636)
Elastic hoop buckling stress
Fhe = 2 Ch E t / D
Range parameter for critical hoop stress
1.6 Fy
Parameter
6.2 Fy
Range value of the
If 1.6 Fy < Fhe < 6.2 Fy then
Critical hoop buckling stress
Fhc = 1.31 Fy / (1.15 + (Fy/Fhe))
Factor of Safety
Fhc / fn
=
=
=
11.642
34
28.05
=
=
=
=
0.07
786.15
397.152
1538.964
Mpa
Mpa
Mpa
=
=
221.846
4.875
Mpa
> 2 (OK)
Stopper Clamp and Bolt Check Calculation - NGLJ Platform
Bolt Torque
Torque
Friction Co-efficent
Design tension for the bolt
Diameter of the bolt
Calculation Summary
Unity Check (Shear)
Unity Check (Tension)
Flange Strength Check
Allowable hoop stress calculation
Mt = K x T x D =
K = (varies from 0.06 to 0.15) =
T =
=
=
=
=
=
0.124
0.053
0.675
4.875
UC < 1 (OK)
UC < 1 (OK)
UC < 1 (OK)
SF > 2 (OK)
351.17
0.1
138.348
25.4
N-m
kN
mm
Guide Clamp Calculation - NGLJ Platform
2. Guide Clamp and Bolt Calculation
Located at El. (-) 21.00, (-) 57.00 ft and (-) 95.00 ft of NGLJ Platform
Bolt in Guide Clamp Strength Check
Design Specification
Design Code
: API-RP-2A 22th Edition, AISC - ASD 9th Edition
ROARK'S Formula for Stress & Strain
Clamp Design Theory
Guide Clamp Calculation - NGLJ Platform
The maximum force in the bolt
Bolt Specification
Bolt Specification :
1 7/8" Dia X 46" LG Stud Bolt, 20 Connections, Double Nuts
Stud Bolt (ASTM A-193 Gr.B7), Nut (A-194 Gr 2H Flourocarbon Coated)
Bolt Allowance Stress
Stud bolt material
Specification min tensile strength
Allowable tensile stress
Allowable shear stress
ASTM A-325
Fu =
Ft = 0.33 Fu =
Fv = 0.17 Fu =
Bolt Capacity
Diameter of Bolt to be used
Section area of bolt
Bolt capacity in tension
Bolt capacity in shear
D
A
Ftbolt = Ft x A
Fsbolt = Fv x A/2
=
=
=
=
120
39.6
20.4
Ksi
Ksi
Ksi
1
0.785
31.102
8.011
in
in2
Kips
Kips
Calculation of Tension and Shear Force In Bolt
Load Factor :
1.00
Those LCOMB are then combined to generate the max. value (worst case condition)
Member Force (kips)
Moment (kips-in)
Fx
Fy
Fz
Mx
My
Mz
As is in SACS*
Design Calculation
Axis Conversion to clamp
design theory
0
0
3.41
3.41
3.27
3.27
0
0
19.48
19.48
20.29
20.29
Fx
Fy
Fz
Mx
My
Mz
For
For Shear
For Shear
Tension
Check
Check
Check
* Member forces & moment for operating and storm conditions
Note
Clamp Configuration
Bolt No.
X
Xmax
Y
Ymax
=
=
=
=
=
8
19.68
9.84
18
9
each
in
in
in
in
For
For
For Shear
Tension
Tension
Check
Check
Check
Guide Clamp Calculation - NGLJ Platform
T max Calculation (Shear Force due to My)
Item
Xi (in)
Yi (in)
Xi2+Yi2 (in2)
b1
7.84
3
70.466
b2
7.84
6
97.466
b3
7.84
3
70.466
b4
7.84
6
97.466
b5
7.84
3
70.466
b6
7.84
6
97.466
b7
7.84
3
70.466
b8
7.84
6
97.466
Sum
671.725
Moment acting at clamp centre
Max shear force in bolt due to MT (X-comp)
Max shear force in bolt due to MT (Z-comp)
Calculation the shear force in bolt (one bolt)
Number of bolts
Shear force due to Fx
Shear force due to Fz
Total shear force at X-component
Total shear force at Y-component
Total shear resultant in bolt
Unity Check (Shear)
Total shear in bolt
Bolt capacity
Unity Check
Calculation the shear force in bolt (one bolt)
MT = Mx =
Tx max =
Tz max =
0
0
0
Kips-in
Kips
Kips
=
=
=
=
=
=
8
0.426
0.409
0.426
0.409
0.591
Nos
Kips
Kips
Kips
Kips
Kips
Fstot =
Fsbolt =
UC = Fstot/Fsbolt =
0.591
8.011
0.074
Kips
Kips
< 1 (OK)
N
Fsfx = Fx / N
Fsfy = Fy / N
Fsx = Fsfx + Txmax
Fsy = Fsfy + Tzmax
Fstot = sqrt(Fsx2+Fsy2)
Guide Clamp Calculation - NGLJ Platform
Lever Arm Calculation (L-yy)
Item
Lever (in) Qty(Ea)
b1
3
1
b2
6
1
b3
3
1
b4
6
1
b5
3
1
b6
6
1
b7
3
1
b8
6
1
Sum
8
Lever arm of half section bolt Arr.
Lever arm of half section bolt Arr.
Lever*Qty
3
6
3
6
3
6
3
6
36
Calculation the tension force in bolt (one bolt)
Number of bolts
Tension force due to Fz
Tension force due to My
Tension force due to Mx
Total tension in bolt
Unity Check (Tension)
Total tension in bolt
Bolt capacity
Unity Check
Bolt Arr., Lyy =
Bolt Arr., Lxx =
4.5
9.84
in
in
=
=
=
=
=
8
0.000
0.515
1.082
1.598
Nos
Kips
Kips
Kips
Kips
Fttot =
Ftbolt =
UC = Fttot/Ftbolt =
1.598
31.102
0.051
Kips
Kips
< 1 (OK)
=
=
=
=
=
=
=
=
=
=
406.4
12.7
12.7
431.8
12.7
19.05
12.7
152.4
114.3
609.6
mm
mm
mm
mm
mm
mm
mm
mm
mm
mm
Fy =
=
36
29000
ksi
ksi
N
Ftz = Fz/N
Ftmy = My/(Lxx*N/2)
Ftmx = Mx/(Lyy*N/2)
Fttot = Ftfx + Ftmy + Ftmz
Clamp Strength Check
Partial Clamp Configuration
Clamp Dimension
Tubular diameter
Tubular wall thickness
Neoprene thickness
Clamp plate inside diameter
Clamp plate thickness
Flange stiffener thickness
Horizontal stiffener thickness
Horizontal stiffener distance
Flange stiffener width
Effective length of clamp
Clamp Specification and Allowance Stress
Plate material for clamp, ASTM - A36, SMYS
Clamp plate modulus elasticity
OD
tris
tnpr
OD
tclamp
tstf
thor
a
b
L
Guide Clamp Calculation - NGLJ Platform
Flange Strength Check
Assumption Base:
- The bolt force transmitt in to plate area between horizontal stiffener as pressure
- Flange stiffener to be checked by considering the plate area between horizontal stiffener as rectangular plate
(Refer to table 26, case no.10, ROARK'S Formula for stress & strain)
Tensile capacity of each bolt
Pressure load
Horizontal stiffener distance
Flange stiffener width
Flange stiffener thickness
a and b ratio
The maximum bending stress
Allowable stress for bending
Unity Check
Ft-bolt
q = P / (axb)
a
b
t
a/b
β1
=
=
=
=
=
=
=
31.100
7.937
152.400
114.300
19.050
1.333
0.460
Kips
Mpa
mm
mm
mm
σb = (β1 x q x b2) / t2 =
Fb = 0.75 Fy
(max. bending stress / Allowable) =
131.439
186.165
0.706
Mpa
Mpa
< 1 (OK)
12.7
609.6
431.8
152.400
248.22
199955
138.348
2.677
45.505
mm
mm
mm
mm
Mpa
Mpa
kN
Mpa
Mpa
Rolled Clamp Plate Strength Check
Assumption Base : The pressure during tighting will cause hoop stress at rolled plate
Hoop Stress in Rolled Plate, fn
Clamp plate thickness
Effective length of clamp
Clamp plate inside diameter
Horizontal stiffener distance
Plate material for clamp
Clamp plate modulus elasticity
Tensile capacity of each bolt
Intensity of pressure dr tighten of bolts
Hoop stress in rolled plate
t
L
D
a
ASTM - A36, SMYS (Fy)
=
=
=
=
=
=
Ft-bolt =
P = 2 x Ft-bolt / (π x D / 2 x a) =
fn = P x D / (2t) =
Allowable Hoop Stress Calculation is Based on API RP-2A, Section 3.2.5
Geometri Parameter
M = L/D x (2 D/t)0.5
Diamater and thickness ratio
D/t
Parameter
0.825 x Ratio
Range value of M
If 3.5 < M < 0.825 D/t then
Critical hoop buckling Co-efficient
Ch = 0.736 / (M-0.636)
Elastic hoop buckling stress
Fhe = 2 Ch E t / D
Range parameter for critical hoop stress
1.6 Fy
Parameter
6.2 Fy
Range value of the
If 1.6 Fy < Fhe < 6.2 Fy then
Critical hoop buckling stress
Fhc = 1.31 Fy / (1.15 + (Fy/Fhe))
Factor of Safety
Fhc / fn
=
=
=
11.642
34
28.05
=
=
=
=
0.07
786.58
397.152
1538.964
Mpa
Mpa
Mpa
=
=
221.872
4.876
Mpa
> 2 (OK)
Guide Clamp Calculation - NGLJ Platform
Bolt Torque
Torque
Friction Co-efficent
Design tension for the bolt
Diameter of the bolt
Mt = K x T x D =
K = (varies from 0.06 to 0.15) =
T =
=
351.17
0.1
138.348
25.4
N-m
15.175
75.873
0.2
8
9.484
138.348
0.069
kN
kN
kN
mm
Sliding Check
Check for Max. Bolt Pretension Required to Prevent Slip / Sliding
y
Maximum horizontal force
Minimum bolt pretension required
Friction co-efficient
Bolt number per clamp
Min. Tens./ bolt
Bolt capacity - Allowable tensile load
Unity Check
FH =
FT = FH / µ =
µ=
=
FBT = FT / Nos =
Ft-bolt =
UC = FBT / Ft-bolt =
Nos
kN
kN
< 1 (OK)
Check for Max. Bolt Pretension Required to Prevent Torsional / Radial Slip / Sliding
Maximum moment
Min. bolt pretension required
Friction co-efficient
Tubular diameter
Tubular radius
Bolt number per clamp
Min. tens./bolt for keeping unsliding
Bolt capacity - Allowable tensile load
Unity Check
Calculation Summary
Unity Check (Shear)
Unity Check (Tension)
Flange Strength Check
Allowable hoop stress calculation
Check for slip or sliding
Check for torsional / Radial slip
MT
FT = MT / µ.π.R
µ
D
R
=
=
=
=
=
=
FBT = FT / Nos =
Ft-bolt =
UC = FBT / Ft-bolt =
=
=
=
=
=
=
0.074
0.051
0.706
4.876
0.069
0.016
UC < 1 (OK)
UC < 1 (OK)
UC < 1 (OK)
SF > 2 (OK)
UC < 1 (OK)
UC < 1 (OK)
2.2
17.23
0.2
406.4
203.2
8
2.15
138.348
0.016
kN-m
kN
mm
mm
Nos
kN
kN
< 1 (OK)
Jacket Brace Clamp Calculation at EL (-) 21 and (-) 57 ft - NGLJ Platform
3. Jacket Brace Clamp and Bolt Calculation
Located at El. (-) 21 and (-) 57 ft of NGLJ Platform
Bolt in Clamp Strength Check
Design Specification
Design Code
: API-RP-2A 22th Edition, AISC - ASD 9th Edition
ROARK'S Formula for Stress & Strain
Clamp Design Theory
Jacket Brace Clamp Calculation at EL (-) 21 and (-) 57 ft - NGLJ Platform
The maximum force in the bolt
Bolt Specification
Bolt Specification :
1 7/8" Dia X 46" LG Stud Bolt, 20 Connections, Double Nuts
Stud Bolt (ASTM A-193 Gr.B7), Nut (A-194 Gr 2H Flourocarbon Coated)
Bolt Allowance Stress
Stud bolt material
Specification min tensile strength
Allowable tensile stress
Allowable shear stress
ASTM A-325
Fu =
Ft = 0.33 Fu =
Fv = 0.17 Fu =
Bolt Capacity
Diameter of Bolt to be used
Section area of bolt
Bolt capacity in tension
Bolt capacity in shear
D
A
Ftbolt = Ft x A
Fsbolt = Fv x A/2
=
=
=
=
120
39.60
20.40
Ksi
Ksi
Ksi
1
0.785
31.102
8.011
in
in2
Kips
Kips
Calculation of Tension and Shear Force In Bolt
Load Factor :
1.00
Those LCOMB are then combined to generate the max. value (worst case condition)
Member Force (kips)
Moment (kips-in)
Fx
Fy
Fz
Mx
My
Mz
As is in SACS*
Design Calculation
Axis Conversion to clamp
design theory
66
66
5.33
5.33
0.72
0.72
19.83
19.83
45.86
45.86
206.01
206.01
Fx
Fy
Fz
Mx
My
Mz
For
For Shear
For Shear
Tension
Check
Check
Check
* Member forces & moment for operating and storm conditions
Note
Clamp Configuration
Bolt No.
X
Xmax
Y
Ymax
=
=
=
=
=
8
17.68
8.84
18
9
each
in
in
in
in
For
For
For Shear
Tension
Tension
Check
Check
Check
Jacket Brace Clamp Calculation at EL (-) 21 and (-) 57 ft - NGLJ Platform
T max Calculation (Shear Force due to My)
Item
Xi (in)
Yi (in)
Xi2+Yi2 (in2)
b1
6.84
3
55.7856
b2
6.84
6
82.7856
b3
6.84
3
55.7856
b4
6.84
6
82.7856
b5
6.84
3
55.7856
b6
6.84
6
82.7856
b7
6.84
3
55.7856
b8
6.84
6
82.7856
Sum
554.2848
Moment acting at clamp centre
Max shear force in bolt due to MT (X-comp)
Max shear force in bolt due to MT (Z-comp)
Calculation the shear force in bolt (one bolt)
Number of bolts
Shear force due to Fx
Shear force due to Fy
Total shear force at X-component
Total shear force at Y-component
Total shear resultant in bolt
Unity Check (Shear)
Total shear in bolt
Bolt capacity
Unity Check
MT = Mx =
Tx max =
Tz max =
19.83
0.32
0.32
Kips-in
Kips
Kips
=
=
=
=
=
=
8
0.666
0.090
0.986
0.410
1.068
Nos
Kips
Kips
Kips
Kips
Kips
Fstot =
Fsbolt =
UC = Fstot/Fsbolt =
1.068
8.011
0.133
Kips
Kips
< 1 (OK)
N
Fsfx = Fx / N
Fsfy = Fy / N
Fsx = Fsfx + Txmax
Fsy = Fsfy + Tymax
Fstot = sqrt(Fsx2+Fsy2)
Calculation the shear force in bolt (one bolt)
"
Jacket Brace Clamp Calculation at EL (-) 21 and (-) 57 ft - NGLJ Platform
Lever Arm Calculation (L-yy)
Item
Lever (in) Qty(Ea)
b1
3
1
b2
6
1
b3
3
1
b4
6
1
b5
3
1
b6
6
1
b7
3
1
b8
6
1
Sum
8
Lever arm of half section bolt Arr.
Lever arm of half section bolt Arr.
Lever*Qty
3
6
3
6
3
6
3
6
36
Calculation the tension force in bolt (one bolt)
Number of bolts
Tension force due to Fz
Tension force due to Mz
Tension force due to Mx
Total tension in bolt
Unity Check (Tension)
Total tension in bolt
Bolt capacity
Unity Check
Bolt Arr., Lyy =
Bolt Arr., Lxx =
4.5
8.84
in
in
=
=
=
=
=
8
8.250
5.826
2.548
16.624
Nos
Kips
Kips
Kips
Kips
Fttot =
Ftbolt =
UC = Fttot/Ftbolt =
16.624
31.102
0.534
Kips
Kips
< 1 (OK)
=
=
=
=
=
=
=
=
=
=
355.6
12.7
12.7
381
12.7
19.05
9.53
152.4
114.3
609.6
mm
mm
mm
mm
mm
mm
mm
mm
mm
mm
Fy =
=
36
29000
ksi
ksi
N
Ftz = Fz/N
Ftmy = Mx/(Lxx*N/2)
Ftmz = Mx/(Lyy*N/2)
Fttot = Ftfx + Ftmy + Ftmz
Clamp Strength Check
Partial Clamp Configuration
Clamp Dimension
Tubular diameter
Tubular wall thickness
Neoprene thickness
Clamp plate inside diameter
Clamp plate thickness
Flange stiffener thickness
Horizontal stiffener thickness
Horizontal stiffener distance
Flange stiffener width
Effective length of clamp
Clamp Specification and Allowance Stress
Plate material for clamp, ASTM - A36, SMYS
Clamp plate modulus elasticity
OD
tris
tnpr
OD
tclamp
tstf
thor
a
b
L
Jacket Brace Clamp Calculation at EL (-) 21 and (-) 57 ft - NGLJ Platform
Flange Strength Check
Assumption Base:
- The bolt force transmitt in to plate area between horizontal stiffener as pressure
- Flange stiffener to be checked by considering the plate area between horizontal stiffener as rectangular plate
(Refer to table 26, case no.10, ROARK'S Formula for stress & strain)
Tensile capacity of each bolt
Pressure load
Horizontal stiffener distance
Flange stiffener width
Flange stiffener thickness
a and b ratio
The maximum bending stress
Allowable stress for bending
Unity Check
Ft-bolt
q = P / (axb)
a
b
t
a/b
β1
=
=
=
=
=
=
=
31.100
7.937
152.400
114.300
19.050
1.333
0.460
Kips
Mpa
mm
mm
mm
σb = (β1 x q x b2) / t2 =
Fb = 0.75 Fy
(max. bending stress / Allowable) =
131.439
186.165
0.706
Mpa
Mpa
< 1 (OK)
12.7
609.6
381
152.400
248.22
199955
138.348
3.034
45.505
mm
mm
mm
mm
Mpa
Mpa
kN
Mpa
Mpa
Rolled Clamp Plate Strength Check
Assumption Base : The pressure during tighting will cause hoop stress at rolled plate
Hoop Stress in Rolled Plate, fn
Clamp plate thickness
Effective length of clamp
Clamp plate inside diameter
Horizontal stiffener distance
Plate material for clamp
Clamp plate modulus elasticity
Tensile capacity of each bolt
Intensity of pressure dr tighten of bolts
Hoop stress in rolled plate
t
L
D
a
ASTM - A36, SMYS (Fy)
=
=
=
=
=
=
Ft-bolt =
P = 2 x Ft-bolt / (π x D / 2 x a) =
fn = P x D / (2t) =
Allowable Hoop Stress Calculation is Based on API RP-2A, Section 3.2.5
Geometri Parameter
M = L/D x (2 D/t)0.5
Diamater and thickness ratio
D/t
Parameter
0.825 x Ratio
Range value of M
If 3.5 < M < 0.825 D/t then
Critical hoop buckling Co-efficient
Ch = 0.736 / (M-0.636)
Elastic hoop buckling stress
Fhe = 2 Ch E t / D
Range parameter for critical hoop stress
1.6 Fy
Parameter
6.2 Fy
Range value of the
If 1.6 Fy < Fhe < 6.2 Fy then
=
=
=
12.394
30.000
24.750
=
=
=
=
0.06
834.45
397.152
1538.964
Mpa
Mpa
Mpa
Jacket Brace Clamp Calculation at EL (-) 21 and (-) 57 ft - NGLJ Platform
Critical hoop buckling stress
Factor of Safety
Bolt Torque
Torque
Friction Co-efficent
Design tension for the bolt
Diameter of the bolt
Fhc = 1.31 Fy / (1.15 + (Fy/Fhe)) =
Fhc / fn =
224.647
4.937
Mpa
> 2 (OK)
Mt = K x T x D =
K = (varies from 0.06 to 0.15) =
T =
=
351.17
0.1
138.348
25.4
N-m
23.710
118.550
0.2
8
14.819
138.348
0.107
kN
kN
kN
mm
Sliding Check
Check for Max. Bolt Pretension Required to Prevent Slip / Sliding
y
Maximum horizontal force
Minimum bolt pretension required
Friction co-efficient
Bolt number per clamp
Min. Tens./ bolt
Bolt capacity - Allowable tensile load
Unity Check
FH =
FT = FH / µ =
µ=
=
FBT = FT / Nos =
Ft-bolt =
UC = FBT / Ft-bolt =
Nos
kN
kN
< 1 (OK)
Check for Max. Bolt Pretension Required to Prevent Torsional / Radial Slip / Sliding
Maximum moment
Min. bolt pretension required
Friction co-efficient
Tubular diameter
Tubular radius
Bolt number per clamp
Min. tens./bolt for keeping unsliding
Bolt capacity - Allowable tensile load
Unity Check
Calculation Summary
Unity Check (Shear)
Unity Check (Tension)
Flange Strength Check
Allowable hoop stress calculation
Check for slip or sliding
Check for torsional / Radial slip
MT
FT = MT / µ.π.R
µ
D
R
=
=
=
=
=
=
FBT = FT / Nos =
Ft-bolt =
UC = FBT / Ft-bolt =
=
=
=
=
=
=
0.133
0.534
0.706
4.937
0.107
0.042
UC < 1 (OK)
UC < 1 (OK)
UC < 1 (OK)
SF > 2 (OK)
UC < 1 (OK)
UC < 1 (OK)
5.18
46.37
0.2
355.6
177.8
8
5.80
138.348
0.042
kN-m
kN
mm
mm
Nos
kN
kN
< 1 (OK)
Jacket Brace Clamp Calculation at EL (-) 95 ft - NGLJ Platform
3. Jacket Brace Clamp and Bolt Calculation
Located at El. (-) 95 ft of NGLJ Platform
Bolt in Clamp Strength Check
Design Specification
Design Code
: API-RP-2A 22th Edition, AISC - ASD 9th Edition
ROARK'S Formula for Stress & Strain
Clamp Design Theory
Jacket Brace Clamp Calculation at EL (-) 95 ft - NGLJ Platform
The maximum force in the bolt
Bolt Specification
Bolt Specification :
1 7/8" Dia X 46" LG Stud Bolt, 20 Connections, Double Nuts
Stud Bolt (ASTM A-193 Gr.B7), Nut (A-194 Gr 2H Flourocarbon Coated)
Bolt Allowance Stress
Stud bolt material
Specification min tensile strength
Allowable tensile stress
Allowable shear stress
ASTM A-325
Fu =
Ft = 0.33 Fu =
Fv = 0.17 Fu =
Bolt Capacity
Diameter of Bolt to be used
Section area of bolt
Bolt capacity in tension
Bolt capacity in shear
D
A
Ftbolt = Ft x A
Fsbolt = Fv x A/2
=
=
=
=
120
39.60
20.40
Ksi
Ksi
Ksi
1
0.785
31.102
8.011
in
in2
Kips
Kips
Calculation of Tension and Shear Force In Bolt
Load Factor :
1.00
Those LCOMB are then combined to generate the max. value (worst case condition)
Member Force (kips)
Moment (kips-in)
Fx
Fy
Fz
Mx
My
Mz
As is in SACS*
Design Calculation
Axis Conversion to clamp
design theory
62.74
62.74
0.85
0.85
0.31
0.31
10.56
10.56
27.3
27.3
130.67
130.67
Fx
Fy
Fz
Mx
My
Mz
For
For Shear
For Shear
Tension
Check
Check
Check
* Member forces & moment for operating and storm conditions
Note
Clamp Configuration
Bolt No.
X
Xmax
Y
Ymax
=
=
=
=
=
8
19.68
9.84
18
9
each
in
in
in
in
For
For
For Shear
Tension
Tension
Check
Check
Check
Jacket Brace Clamp Calculation at EL (-) 95 ft - NGLJ Platform
T max Calculation (Shear Force due to My)
Item
Xi (in)
Yi (in)
Xi2+Yi2 (in2)
b1
7.84
3
70.4656
b2
7.84
6
97.4656
b3
7.84
3
70.4656
b4
7.84
6
97.4656
b5
7.84
3
70.4656
b6
7.84
6
97.4656
b7
7.84
3
70.4656
b8
7.84
6
97.4656
Sum
671.7248
Moment acting at clamp centre
Max shear force in bolt due to MT (X-comp)
Max shear force in bolt due to MT (Z-comp)
Calculation the shear force in bolt (one bolt)
Number of bolts
Shear force due to Fx
Shear force due to Fy
Total shear force at X-component
Total shear force at Y-component
Total shear resultant in bolt
Unity Check (Shear)
Total shear in bolt
Bolt capacity
Unity Check
MT = Mx =
Tx max =
Tz max =
10.56
0.14
0.15
Kips-in
Kips
Kips
=
=
=
=
=
=
8
0.106
0.039
0.246
0.189
0.310
Nos
Kips
Kips
Kips
Kips
Kips
Fstot =
Fsbolt =
UC = Fstot/Fsbolt =
0.310
8.011
0.039
Kips
Kips
< 1 (OK)
N
Fsfx = Fx / N
Fsfy = Fy / N
Fsx = Fsfx + Txmax
Fsy = Fsfy + Tymax
Fstot = sqrt(Fsx2+Fsy2)
Calculation the shear force in bolt (one bolt)
"
Jacket Brace Clamp Calculation at EL (-) 95 ft - NGLJ Platform
Lever Arm Calculation (L-yy)
Item
Lever (in) Qty(Ea)
b1
3
1
b2
6
1
b3
3
1
b4
6
1
b5
3
1
b6
6
1
b7
3
1
b8
6
1
Sum
8
Lever arm of half section bolt Arr.
Lever arm of half section bolt Arr.
Lever*Qty
3
6
3
6
3
6
3
6
36
Calculation the tension force in bolt (one bolt)
Number of bolts
Tension force due to Fz
Tension force due to Mz
Tension force due to Mx
Total tension in bolt
Unity Check (Tension)
Total tension in bolt
Bolt capacity
Unity Check
Bolt Arr., Lyy =
Bolt Arr., Lxx =
4.5
9.84
in
in
=
=
=
=
=
8
7.843
3.320
1.517
12.679
Nos
Kips
Kips
Kips
Kips
Fttot =
Ftbolt =
UC = Fttot/Ftbolt =
12.679
31.102
0.408
Kips
Kips
< 1 (OK)
=
=
=
=
=
=
=
=
=
=
406.4
12.7
12.7
431.8
12.7
19.05
12.7
152.4
114.3
609.6
mm
mm
mm
mm
mm
mm
mm
mm
mm
mm
Fy =
=
36
29000
ksi
ksi
N
Ftz = Fz/N
Ftmy = Mx/(Lxx*N/2)
Ftmz = Mx/(Lyy*N/2)
Fttot = Ftfx + Ftmy + Ftmz
Clamp Strength Check
Partial Clamp Configuration
Clamp Dimension
Tubular diameter
Tubular wall thickness
Neoprene thickness
Clamp plate inside diameter
Clamp plate thickness
Flange stiffener thickness
Horizontal stiffener thickness
Horizontal stiffener distance
Flange stiffener width
Effective length of clamp
Clamp Specification and Allowance Stress
Plate material for clamp, ASTM - A36, SMYS
Clamp plate modulus elasticity
OD
tris
tnpr
OD
tclamp
tstf
thor
a
b
L
Jacket Brace Clamp Calculation at EL (-) 95 ft - NGLJ Platform
Flange Strength Check
Assumption Base:
- The bolt force transmitt in to plate area between horizontal stiffener as pressure
- Flange stiffener to be checked by considering the plate area between horizontal stiffener as rectangular plate
(Refer to table 26, case no.10, ROARK'S Formula for stress & strain)
Tensile capacity of each bolt
Pressure load
Horizontal stiffener distance
Flange stiffener width
Flange stiffener thickness
a and b ratio
The maximum bending stress
Allowable stress for bending
Unity Check
Ft-bolt
q = P / (axb)
a
b
t
a/b
β1
=
=
=
=
=
=
=
31.100
7.937
152.400
114.300
19.050
1.333
0.460
Kips
Mpa
mm
mm
mm
σb = (β1 x q x b2) / t2 =
Fb = 0.75 Fy
(max. bending stress / Allowable) =
131.439
186.165
0.706
Mpa
Mpa
< 1 (OK)
12.7
609.6
431.8
152.400
248.22
199955
138.348
2.677
45.505
mm
mm
mm
mm
Mpa
Mpa
kN
Mpa
Mpa
Rolled Clamp Plate Strength Check
Assumption Base : The pressure during tighting will cause hoop stress at rolled plate
Hoop Stress in Rolled Plate, fn
Clamp plate thickness
Effective length of clamp
Clamp plate inside diameter
Horizontal stiffener distance
Plate material for clamp
Clamp plate modulus elasticity
Tensile capacity of each bolt
Intensity of pressure dr tighten of bolts
Hoop stress in rolled plate
t
L
D
a
ASTM - A36, SMYS (Fy)
=
=
=
=
=
=
Ft-bolt =
P = 2 x Ft-bolt / (π x D / 2 x a) =
fn = P x D / (2t) =
Allowable Hoop Stress Calculation is Based on API RP-2A, Section 3.2.5
Geometri Parameter
M = L/D x (2 D/t)0.5
Diamater and thickness ratio
D/t
Parameter
0.825 x Ratio
Range value of M
If 3.5 < M < 0.825 D/t then
Critical hoop buckling Co-efficient
Ch = 0.736 / (M-0.636)
Elastic hoop buckling stress
Fhe = 2 Ch E t / D
Range parameter for critical hoop stress
1.6 Fy
Parameter
6.2 Fy
Range value of the
If 1.6 Fy < Fhe < 6.2 Fy then
=
=
=
11.642
34.000
28.050
=
=
=
=
0.07
786.58
397.152
1538.964
Mpa
Mpa
Mpa
Jacket Brace Clamp Calculation at EL (-) 95 ft - NGLJ Platform
Critical hoop buckling stress
Factor of Safety
Bolt Torque
Torque
Friction Co-efficent
Design tension for the bolt
Diameter of the bolt
Fhc = 1.31 Fy / (1.15 + (Fy/Fhe)) =
Fhc / fn =
221.872
4.876
Mpa
> 2 (OK)
Mt = K x T x D =
K = (varies from 0.06 to 0.15) =
T =
=
351.17
0.1
138.348
25.4
N-m
3.780
18.900
0.2
8
2.363
138.348
0.017
kN
kN
kN
mm
Sliding Check
Check for Max. Bolt Pretension Required to Prevent Slip / Sliding
y
Maximum horizontal force
Minimum bolt pretension required
Friction co-efficient
Bolt number per clamp
Min. Tens./ bolt
Bolt capacity - Allowable tensile load
Unity Check
FH =
FT = FH / µ =
µ=
=
FBT = FT / Nos =
Ft-bolt =
UC = FBT / Ft-bolt =
Nos
kN
kN
< 1 (OK)
Check for Max. Bolt Pretension Required to Prevent Torsional / Radial Slip / Sliding
Maximum moment
Min. bolt pretension required
Friction co-efficient
Tubular diameter
Tubular radius
Bolt number per clamp
Min. tens./bolt for keeping unsliding
Bolt capacity - Allowable tensile load
Unity Check
Calculation Summary
Unity Check (Shear)
Unity Check (Tension)
Flange Strength Check
Allowable hoop stress calculation
Check for slip or sliding
Check for torsional / Radial slip
MT
FT = MT / µ.π.R
µ
D
R
=
=
=
=
=
=
FBT = FT / Nos =
Ft-bolt =
UC = FBT / Ft-bolt =
=
=
=
=
=
=
0.039
0.408
0.706
4.876
0.017
0.022
UC < 1 (OK)
UC < 1 (OK)
UC < 1 (OK)
SF > 2 (OK)
UC < 1 (OK)
UC < 1 (OK)
3.09
24.20
0.2
406.4
203.2
8
3.03
138.348
0.022
kN-m
kN
mm
mm
Nos
kN
kN
< 1 (OK)
PT.PHE ONWJ Penelaahan Desain Instalasi Pipa Penyalur Bawah Laut 16” dari Anjungan Lepas Pantai NGLJ ke New PLEM-A
SMP#3 dan Instalasi Pipa Penyalur Bawah Laut 24” dari New PLEM-B SPM#3 ke Tie-in Spool di SPM#4
LAMPIRAN 7 – PERSETUJUAN LINGKUNGAN
PTIT-ENG-PD-480-002
46