ITS Undergraduate 17652 Presentation 3278074
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Transcript of ITS Undergraduate 17652 Presentation 3278074
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LATAR BELAKANG Indonesia merupakan 5 negara terbesar penghasil
MIGAS di dunia, Letak sumur penghasilmayoritas berada pada perairan dangkal, < 100 m
Indonesia terletak pada 6o LU - 11o LS dan 95o BT - 141o BT, lempeng Asia, Lempeng Australia, danLempeng Pacifik, Berada pada kawasan gempa
Pengaruh Gempa terhadap kekuatan platform
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PERUMUSAN MASALAH1. Bagaimana cara melakukan perancangan fixed
platform dengan bracing yang berbeda ?2. Bagaimana cara memodelkan platform dengan
menggunakan program SACS 5.2. ?3. Bagaimana kondisi platform apabila terjadi
gempa yang melebihi perencanaan ?4. Bagamana cara menganalisis kekuatan struktur
terhadap beban gempa berlebih sampai mengalami batas keruntuhan ?
5. Berapa kekuatan gempa yang dapat ditopang oleh struktur tersebut ?
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BATASAN MASALAH1. Pemodelan struktur utama mengacu pada
keadaan sebenarnya di lapanganmenggunakan 4 kaki,
2. Pemodelan detail tidak seluruhnyadimodelkan,
3. Beban yang ditinjau berdasarkan bebanrencana yang diinputkan dengan metodeblanked load,
4. Analisis yang dilakukan adalah padabagianjacket.
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TUJUAN1. Mampu membuat model dengan menggunakan
program SACS 5.2., serta mengoperasikan untuk melakukan analisis platform terhadap beban gempa
2. Mampu menganalisis kekuatan struktur fixed platform terhadap beban gempa berlebih,
3. Mampu merencanakan sambungan las pada platform
4. Mampu merencanakan pondasi dari platform5. Membuka wawasan bahwa offshore memiliki
banyak kesamaan dengan teori Teknik Sipil
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Offshore Platform : Anjungan Lepas Pantai Tempat yang digunakan untuk melakukan
pengeksplorasian SDA yang terletak di laut lepas
Jenis Offshore Platform Berdasarkan Kedalaman: 450 m Fixed Platform 450 – 910 m Compilant Tower ( CT ) 150 – 1060 m SeaStar 450 – 1800 m FPS 450 – 2100 m TLP 610 – 3050 m Truss Spar / Classic Spar FPSO
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JENIS ANJUNGANBERDASARKAN KEDALAMAN DASAR LAUT
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• OFFSHORE PLATFORM MAMPU MENDUKUNG BANGUNAN ATAS
• PARAMETER PERANCANGAN :1. TEKNIK PENAHAN BEBAN VERTIKAL BEBAN FUNGSIONAL, BERAT STRUKTUR2. TEKNIK MENAHAN BEBAN HORIZONTAL BEBAN LINGKUNGAN
GELOMBANG, ANGIN, ARUS, GEMPA
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JACKET PLATFORM
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GEMPA• Proses pergerakan lempeng bumi yang
mengakibatkan getaran baik secara langsung didaerah asal pergerakan ataupun daerah disekitar titik asal gempa
• Dipengaruhi oleh :• Jarak terhadap daerah asal gempa• Daerah gempa ( PGA )• Karakteristik bangunan tersebut ( tinggi, massa, fungsi )
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PETA WILAYAH GEMPA 500 th
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PERCEPATAN BATUAN DASAR
Wilayah Gempa
Percepatanpuncak batuan
dasar (‘g’)
Percepatan puncak muka tanahAo (‘g’)
Tanah Keras Tanah Sedang Tanah Lunak Tanah Khusus
1 0.03 0.04 0.05 0.08
Diperlukanevaluasi
khusus disetiap lokasi.
2 0.10 0.12 0.15 0.20
3 0.15 0.18 0.23 0.30
4 0.20 0.24 0.28 0.34
5 0.25 0.28 0.32 0.36
6 0.30 0.33 0.36 0.38
SNI 1726 - 2002
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API RP 2A
Wil. Gempa PGA ( g )0 01 0.052 0.13 0.24 0.255 0.4
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Gelombang
Arus
Angin
Gempa
BEBAN ARAH HORIZONTAL
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Basic Load Condition SeismicIn Place
OperatingStorm
Structural Dead WeightX X X
Area Live Loads X X X
Storm Wind, Wave, & Current Loads- - X
Operating Wind, Wave, & Current
Loads- X -
Buoyancy X X X
Miscellaneous & appurtenancesX X X
Earthquake Induced Force X - -
BEBAN YANG BEKERJA
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KONSEP GEMPA Kesetimbangan Statik
P = K. VP = Beban yang bekerjaK = Kekakuan dari tahananV = Perpindahan yag dilakukan
GedungV = C I W
RV = Gaya Geser Dasar W = berat total I = Faktor Keutamaan R = Faktor Reduksi
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METODOLOGI
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Kekuatan Ultimate Fixed
Platform
MULAI
STUDY LITERATUR
PERMASALAHAN
PENGUMPULAN DATA
ANALISA IN-PLACE
KESIMPULAN
SELESAI
ANALISA SEISMIC
ANALISA ULTIMATE
FLOWCHART TUGAS AKHIR
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FLOWCHART SEISMIC
MULAI
DATA GEOMETRI DAN BAHAN
KOMBINASI BEBAN
PEMODELAN STRUKTUR DAN PONDASI
EIGEN VALUE DAN PERIODE NATURAL
DATA GEMPA LINGKUNGAN
KONTROL DESAIN
OKE
KESIMPULAN
SELESAI
DATA TANAH DAN LINGKUNGAN
BEBAN MATI, BEBAN HIDUP DAN
PERALATAN
MASSA TAMBAH
BEBAN DINAMIS
RESPON SPEKTRUM HASIL
PERHITUNGAN
ANALISIS AXIAL LOAD & PILE STRESS
NOT OKE
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FLOWCHART PUSHOVER
MULAI
PEMODELAN STRUKTUR
INPUT BEBAN GEMPA
PERHITUNGAN KEKUATAN
KONTROL DESAIN
MAMPU MENAHAN
GAGAL
KESIMPULAN
SELESAI
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DATA DAN STRUKTUR LINGKUNGAN
1. NAMA : ANOA PLATFORM2. LOKASI : NATUNA
: 5’13’’55’” N, 105’35”40’” E3. FUNGSI : PRODUCTION4. LWS : 77 METER5. TINGGI JACKET : 85 METER6. JUMLAH DEK : 4 LANTAI
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LETAK ANOA PLATFORM
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85.04
30.65
28.27
26.14
24.31
22.48
77.27
7.77
TAMPAK SISI ROW B
10 : 1
85.04
22.48
24.31
26.14
28.27
30.65
TAMPAK SISI ROW A
10 :
1
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76.20
14.18
17.83
21.49
25.76
30.51
85.04
TAMPAK SISI ROW 2
10 : 11
0 :
1
78.03
37.67
77.27
14.18
17.83
21.49
25.76
30.51
85.04
TAMPAK SISI ROW 1
10 : 11
0 :
1
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PEMODELAN PLATFORM
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PEMODELAN STRUKTUR
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Horizontal Brace
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Model Top Side 3D
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Model 3D
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Properties Member
ID MODEL OD ( Cm ) WT ( Cm )
LG2 TUBULAR 139.7 5.08
LG3 TUBULAR 135.89 3.175
LG4 TUBULAR 139.7 5.08
LG5 TUBULAR 137.16 3.81
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MODEL PROPERTIES
-52,4m
-12,8 m
-31,1 m
-76,2 m
+5,44 m
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Deck Platform
1. Main Deck2. Cellar Deck3. Sub Cellar Deck4. Living Quarter
Properties DeckMD 36 x 230 ( 12’/4’ )MD 36 x 130 ( 12’ /4’ )MD 36 x 150 ( 12’ /4’ )
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PEMBEBANAN
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Load Description
LC Description Units value
1 Self Weight Kn
2 Work Over Rig Kn 8366
3 Plating, Grating, Handrail Kn 1466.45
4 Equipment All Deck Kn 6058.19
5 Live Load All Deck Kn 6615.36
6 Piping All Deck Kn 1391.60
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Load Condition 2
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Load Condition 3
Fz = - 1466,45 Kn
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Load Condition 4
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Load Condition 5
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Load Condition 6
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Load Combination
LC LOAD CASE
DESCRIPTION
LOAD COMBINATION
30011 Self Weight 100 %2 Work Over Rig 100 %3 Plating, Grating, Handrail 105 %4 Equipment All Deck 100 %5 Live Load All Deck 75 %6 Piping All Deck 100 %
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Kriteria ModifikasiDesain Awal :-Memiliki Susunan Bracing K-Dengan Perbandingan Member Utama
-LG5 : D = 137,16 cm / T = 3,810 cm-DB3 : d = 86,36 cm / t = 2,54 cm
- Kriteria Modifikasi :- D / d = 1,588 - D / T = 36- d / t = 34 - Kl/r = 5,997
Dimana:- K = Faktor Panjang efektif- l = panjang batang- r = radius gyration ( 0,35 D )
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Kombinasi Bracing
Bracing K Bracing A Bracing X Bracing N
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Kombinasi 4 Bracing
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Input PGA ( 0,05 ; 0,2 ; 0,4 ; 0,5 )
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•Superelement•Input : Sacinp. for superelement
Psinp. for superelement•Output : Psilist
PsiinpfDynsef*SeaociPsvdbPsicfPsi run
•Static Analysis•Input : Sacinp. for static
Dynsef* from superelement•Output : Sacilist
Saccsf*Sac runSea oci
Static Running
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Dynamic Running
•Extrac Mode Shape ( Dyamic Analysis )•Input : Sacinp. for dynamic
Dyninp for dynamic•Output : Dynlist
Dynmass*Dynmod*Dyn runSeaociPSVDB
•Earthquake Analysis•Input : Dyrinp for DLE
Dynmass* from dynamicDynmod* from dynamicSaccsf from static
•Output : DyrlistDyrcsf*Dyr run
•Joint Punching Shear Stress•Input : Jcpinp for joint can
Dyrcsf* from DLE•Output : Jcnlist
Jcn run•Element Stress Code Check•Input : Pstinp for post
Dyrcsf* from DLE•Output : Pstlist
Pstcsf*
Pst run
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PERIODE STRUKTUR•Bracing K
SACS IV-FREQUENCIES AND GENERALIZED MASSMODE FREQ.(CPS) GEN. MASS EIGENVALUE PERIOD(SECS)1 0.533041 2.3700202E+03 8.9149687E-02 1.87603012 0.559257 2.4402986E+03 8.0987303E-02 1.78808583 0.962771 4.0619608E+03 2.7327165E-02 1.03866904 1.785738 2.0124489E+03 7.9433696E-03 0.55999265 1.921011 3.1009715E+03 6.8640489E-03 0.5205591
•Bracing ASACS IV-FREQUENCIES AND GENERALIZED MASS
MODE FREQ.(CPS) GEN. MASS EIGENVALUE PERIOD(SECS)1 0.165073 2.0426516E+03 9.2958055E-01 6.05791812 0.324209 1.4516799E+03 2.4098565E-01 3.08443393 0.513409 1.8028858E+03 9.6097746E-02 1.94776474 0.592332 2.3107117E+03 7.2195350E-02 1.68824125 1.003823 1.9191291E+03 2.5137725E-02 0.9961916
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PERIODE STRUKTUR•Bracing N
SACS IV-FREQUENCIES AND GENERALIZED MASSMODE FREQ.(CPS) GEN. MASS EIGENVALUE PERIOD(SECS)1 0.500275 3.1642266E+03 1.0120996E-01 1.99890202 0.553110 3.1646859E+03 8.2797641E-02 1.80796023 0.904124 4.2226419E+03 3.0987333E-02 1.10604294 1.660313 2.2150302E+03 9.1888358E-03 0.60229625 1.847703 2.8143949E+03 7.4195204E-03 0.5412125
• Bracing XSACS IV-FREQUENCIES AND GENERALIZED MASS
MODE FREQ.(CPS) GEN. MASS EIGENVALUE PERIOD(SECS)1 0.540079 3.2529741E+03 8.6841232E-02 1.85158172 0.564125 3.2148575E+03 7.9595680E-02 1.77265673 1.058487 3.0084275E+03 2.2608370E-02 0.94474484 1.987788 2.7946695E+03 6.4106186E-03 0.50307175 2.511923 2.7486592E+03 4.0144652E-03 0.3981014
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Base Shear Bracing A ( 37747.123 Kn )PGA 0,05** X-DIRECTION BASE SHEAR = 0.102E+04 KN ** Y-DIRECTION BASE SHEAR = 0.149E+04 KN ** X-DIRECTION OVERTURNING MOMENT = 0.671E+05 KN-M ** Y-DIRECTION OVERTURNING MOMENT = 0.380E+05 KN-M
PGA 0,2** X-DIRECTION BASE SHEAR = 0.407E+04 KN ** Y-DIRECTION BASE SHEAR = 0.596E+04 KN ** X-DIRECTION OVERTURNING MOMENT = 0.268E+06 KN-M ** Y-DIRECTION OVERTURNING MOMENT = 0.152E+06 KN-M
PGA 0,4** X-DIRECTION BASE SHEAR = 0.815E+04 KN ** Y-DIRECTION BASE SHEAR = 0.119E+05 KN ** X-DIRECTION OVERTURNING MOMENT = 0.537E+06 KN-M ** Y-DIRECTION OVERTURNING MOMENT = 0.304E+06 KN-M
PGA 0,5** X-DIRECTION BASE SHEAR = 0.102E+05 KN ** Y-DIRECTION BASE SHEAR = 0.149E+05 KN ** X-DIRECTION OVERTURNING MOMENT = 0.671E+06 KN-M ** Y-DIRECTION OVERTURNING MOMENT = 0.380E+06 KN-M
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Base Shear Bracing K ( 36439.858 Kn )PGA 0,05** X-DIRECTION BASE SHEAR = 0.224E+04 KN ** Y-DIRECTION BASE SHEAR = 0.227E+04 KN ** X-DIRECTION OVERTURNING MOMENT = 0.120E+06 KN-M ** Y-DIRECTION OVERTURNING MOMENT = 0.113E+06 KN-M
PGA 0,2** X-DIRECTION BASE SHEAR = 0.896E+04 KN ** Y-DIRECTION BASE SHEAR = 0.909E+04 KN ** X-DIRECTION OVERTURNING MOMENT = 0.479E+06 KN-M ** Y-DIRECTION OVERTURNING MOMENT = 0.454E+06 KN-M
PGA 0,4** X-DIRECTION BASE SHEAR = 0.179E+05 KN ** Y-DIRECTION BASE SHEAR = 0.182E+05 KN ** X-DIRECTION OVERTURNING MOMENT = 0.959E+06 KN-M ** Y-DIRECTION OVERTURNING MOMENT = 0.907E+06 KN-M
PGA 0,5** X-DIRECTION BASE SHEAR = 0.224E+05 KN ** Y-DIRECTION BASE SHEAR = 0.227E+05 KN ** X-DIRECTION OVERTURNING MOMENT = 0.120E+07 KN-M ** Y-DIRECTION OVERTURNING MOMENT = 0.113E+07 KN-M
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Base Shear Bracing N ( 36439.858 Kn )PGA 0,05** X-DIRECTION BASE SHEAR = 0.212E+04 KN ** Y-DIRECTION BASE SHEAR = 0.221E+04 KN ** X-DIRECTION OVERTURNING MOMENT = 0.116E+06 KN-M ** Y-DIRECTION OVERTURNING MOMENT = 0.109E+06 KN-M
PGA 0,2** X-DIRECTION BASE SHEAR = 0.391E+04 KN ** Y-DIRECTION BASE SHEAR = 0.794E+04 KN ** X-DIRECTION OVERTURNING MOMENT = 0.416E+06 KN-M ** Y-DIRECTION OVERTURNING MOMENT = 0.200E+06 KN-M
PGA 0,4** X-DIRECTION BASE SHEAR = 0.170E+05 KN ** Y-DIRECTION BASE SHEAR = 0.177E+05 KN ** X-DIRECTION OVERTURNING MOMENT = 0.927E+06 KN-M ** Y-DIRECTION OVERTURNING MOMENT = 0.872E+06 KN-M
PGA 0,5** X-DIRECTION BASE SHEAR = 0.212E+05 KN ** Y-DIRECTION BASE SHEAR = 0.221E+05 KN ** X-DIRECTION OVERTURNING MOMENT = 0.116E+07 KN-M ** Y-DIRECTION OVERTURNING MOMENT = 0.109E+07 KN-M
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Base Shear Bracing X ( 42225.354 Kn )PGA 0,05** X-DIRECTION BASE SHEAR = 0.243E+04 KN ** Y-DIRECTION BASE SHEAR = 0.262E+04 KN ** X-DIRECTION OVERTURNING MOMENT = 0.132E+06 KN-M ** Y-DIRECTION OVERTURNING MOMENT = 0.123E+06 KN-M
PGA 0,2** X-DIRECTION BASE SHEAR = 0.973E+04 KN ** Y-DIRECTION BASE SHEAR = 0.105E+05 KN ** X-DIRECTION OVERTURNING MOMENT = 0.530E+06 KN-M ** Y-DIRECTION OVERTURNING MOMENT = 0.492E+06 KN-M
PGA 0,4** X-DIRECTION BASE SHEAR = 0.195E+05 KN ** Y-DIRECTION BASE SHEAR = 0.210E+05 KN ** X-DIRECTION OVERTURNING MOMENT = 0.106E+07 KN-M ** Y-DIRECTION OVERTURNING MOMENT = 0.984E+06 KN-M
PGA 0,5** X-DIRECTION BASE SHEAR = 0.243E+05 KN ** Y-DIRECTION BASE SHEAR = 0.262E+05 KN ** X-DIRECTION OVERTURNING MOMENT = 0.132E+07 KN-M ** Y-DIRECTION OVERTURNING MOMENT = 0.123E+07 KN-M
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Bracing K, Static V Dynamic
UC Seismic 0,24UC Static 0,16
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Hasil UC Max 4 PGABracing A Bracing K Bracing N Bracing X
PGA UC Max0.05 0.91 0.24 0.29 0.250.2 1.54 0.68 0.67 0.60.4 2.38 1.3 1.3 1.140.5 3.4 3.3 3.31 1.42
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Kontrol- Gaya yang terjadi : 20395200 N- Tegangan yang terjadi :- Aksial : 259 N/mm- Bending Y : 19,52 N/mm- Bending X : 61,90 N/mm
LG5
- Perencanaan Batang Tubular :- Fy = 2339,28 Kg / cm2 - r = 0,35 D = 46,672 cm- D = 133,350 cm - E = 2000000 kg/cm2- T = 1,905 cm - D/T = 70- A = 797,66 cm - kl/r = 39,574- I = 866600 cm4- k = 1- l = 1847 cm
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1. Tarik AksialTegangan Tarik Ijin ( Ft ) = 0,6 x Fy = 1403,568 kg/cm2
2. Tekan Aksial, untuk D/T > 60 Fy diganti oleh Fxe yaitu :Fxe = 2 x 0,3 x E x ( T/D)
= 1,714 x 10^4 kg / cm2
Cc = 117,488 > kl/r = 39,574 maka fa pake rumus diatasfa = 1,308 x 10^3 kg/cm2
3. Bending 1500/36 < 70 < 3000/3641,67 < 70 < 83,34
( oke )
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Maka dipakai Fb seperti rumus diatas, Fb = 1,632 x 10^3 kg/cm2
4. Kontrol UC
menghasilkan 1,37 < 1,00Terjadi selisih 0,05 dari UC SACS 5.2.
Output SACS :
MAX. DIST EFFECTIVE CM
GRUP CRITICAL LOAD UNITY FROM * APPLIED STRESSES *
ID MEMBER COND CHECK END AXIAL BEND-Y BEND-Z
M N/MM2 N/MM2 N/MM2
LG5 499L-599L 2 1.42 16.4 -259.26 19.52 61.90
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Sambungan Las
Gaya Geser yang terjadi ( Fz ) = 7,6 Kn = 760 KgTegangan yang dipikul =
√ IPB2 + OPB2 = √ 1.492 + 4.692
= 4,92 N/mm2Member detail yang berada pada joint 499L
antara lain :HBE = OD : 66,040 cm / WT : 1,905 cmDB2 = OD : 91,440 cm / WT : 2,540 cmLG2 = OD : 139,70 cm / WT : 5,080 cmLuas Permukaan DB2 = 729,289 cm2
* ACTING STRESSES **** PUNCHING SHEAR COMMON CHORD BRACE *CHORD** BRACE * ALLOWABLE
STRESSES
JOINT JOINT JOINT SRSS FA OPB IPB FA OPB IPB
**** (N/MM2) **** ** (N/MM2) **
499L 399L 381L 79.22 42.94 1.49 4.69 54.70 93.90 168.78
85.63 -48.16 1.49 4.69 51.32 89.84 167.49
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Tebal Plat ( t ) Tebal Las ( a )
< 6,4 mm a < t
> 6,4 mm a < ( t - 1,6 mm )
Syarat Ketebalan Las
Syarat Ketebalan Maksimum
Perhitungan- Gaya Geser yang terjadi = 4,92 x 72928,9 = 358810,188 N = 35881 Kg- Panjang Bidang Las = 287, 12 cm- Tebal Bidang Las = 2 cm- Digunakan, a = 1,84 cm
- te = 0,707 a = 1,3008
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Kekuatan Nominal LasMutu las Fe70xxKuat tarik min = 70 Ksi = 4921 Kg/cm2φ = 0,75
Kuat Sambungan Las per cm 1cm las = Ru = φ x 0,6 x fu x te
= 2880,73 kg/cmKontrol Kekuatan
Kekuatan Las > Gaya 287,12 x 2880,73 kg/cm 35881 kg
827116 kg > 35881 kg ( oke )Ratio : 0,043
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PondasiData Tanah
RumusQd = Qf + Qp
2 3= kel*kedalaman*friction + Ap*Unit end
2 3
Kedalaman TanahJENIS TANAH
Unit Skin Unit End
( cm ) Friction ( Mpa ) Bearing (MPa )
0 Very Soft Clay 0.6894 0350.75 Very Soft Clay 0.6894 0991.25 Firm Clay 4.8258 02013 Very Stiff Clay 6.894 198.54722867 Very Stiff to Hard Clay 6.894 155.1154880 Very Stiff to Hard Clay 6.894 124.092
14884 Very Stiff to Hard Clay 30.3336 333.6696
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Pondasi menggunakan D : 127 cmT : 5,08 cmAp = 3,14* 127 * 5,08 = 2025,802 cm2Kel = 3,14 * 127 = 398,78 cm
Kedalaman Tanah QP QS QL
( cm ) Kn Kn Kn
0 0 0 0
350.75 0 96427.82 32142.61
991.25 0 1329027 443008.9
2013 402217.394 4138011 1580446
2867 314232.339 6485819 2319056
4880 251385.871 12019937 4132339
14884 675948.676 1.33E+08 44682192
Untuk Beban AksialPlatform X : 42226 Kn- Digunakan Pile
dengan Kedalaman3,5 meter
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KESIMPULAN Dan SARAN
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Kesimpulan1. Parameter kekakuan bangunan baja untuk lepas pantai juga dapat dilihat
dari periode struktur yang terjadi, semakin besar periode maka semakin elastis struktur tersebut dan memiliki kekuatan yang semakin kecil pula. Pada offshore structure, periode yang diijinkan adalah 1,0-3,0 detik
2. Untuk perencanaan plaform dengan PGA dibawah 0,4 sebaiknya melakukan pemilihan antara platform bracing K, N, dan X.
Saran1. Untuk kawasan Indonesia, platform K, N, dan X dapat dipertimbangkan
karena maksimum PGA Indonesia 0,36 2. Untuk pemilihan bracing, disarankan agar melakukan beberapa analisis
lanjutan agar diperoleh hasil yang paling maksimal. 3. Adakalanya bangunan lepas pantai juga diajarkan di dalam perkuliahan
teknik sipil, agar untuk dunia pekerjaan para alumnus teknik sipil juga dapat berkecimpung di dunia oil and gas.
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TERIMA KASIH