perhitungan struktur tangki
TRANSCRIPT
TITLE
DOCUMENT NO FORMAT REV SHEETF007-12-CAL-CS-001 A 1 of 10CLIENT
PT. PERTAMINA EP UBEP LIRIKPROJECT TITLE
PT. KLARAS PUSAKA INTERNASIONAL PT. PERTAMINA EP UBEP LIRIKPREPARED BY CHECKED/REVIEWED BY APPROVED BY
A Issued For Review 20-Mar-11 NP ERT ARF
REV DESCRIPTION REVISION DATE Prepare Check Approved
CIVIL STRUCTURE CALCULATION SHEET OF 2000 BBLs TANK CAPACITY
PEMBANGUNAN SATU UNIT TANKI 2000 BBLs, SATU UNIT TANKI 5000 BBLs, SATU UNIT TANKI 10000 BBLs
DI FIELD PERTAMINA EP UBEP LIRIK
CIVIL STRUCTURE CALCULATION SHEET OF2000 BBLs TANK CAPACITY
PT. PERTAMINA EPUBEP LIRIK
REV DESCRIPTION REVISION DATE Prepare Check Approved
TITLE
- EP CIVIL STRUCTURE CALCULATION SHEET OF
UBEP – Sangasanga & Tarakan 2000 BBLs TANK CAPACITY
DOCUMENT NUMBER FORMAT REV SHEET
F007-12-CAL-CS-001 A4 A 1 of 10
DOCUMENT CHANGES HISTORY
PAGES REV. NO DATE REMARKS
TITLE
- EP CIVIL STRUCTURE CALCULATION SHEET OF
UBEP – Sangasanga & Tarakan 2000 BBLs TANK CAPACITY
DOCUMENT NUMBER FORMAT REV SHEET
F007-12-CAL-CS-001 A4 A 1 of 10
DAFTAR ISI
1.0. TUJUAN .......................................................................................................................... 4
2.0. REFERENSI .......................................................................................................................... 4
3.0. KRITERIA DESIGN .............................................................................................................. 4
3.1. Material ................................................................................................................................. 43.2. Beban Rencana ......... ................................................................................................................................. 53.3. Kombinasi Pembebanan ................................................................................................................................. 5
4.0. DETAIL PERHITUNGAN ................................................................................................................................. 5
4.1. Denah dan Potongan ................................................................................................................................. 54.2. Data Pembebanan ................................................................................................................................. 64.3. Foundation Outline ................................................................................................................................. 64.4. Ringkasan Pembebanan ................................................................................................................................. 74.5. Stability of Foundation ................................................................................................................................. 74.6. Perhitungan Ring Wall ................................................................................................................................. 9
ATTACHMENT 1: TANK LOADING CALCULATION 10
TITLE
- EP CIVIL STRUCTURE CALCULATION SHEET OF
UBEP – Sangasanga & Tarakan 2000 BBLs TANK CAPACITY
DOCUMENT NUMBER FORMAT REV SHEET
F007-12-CAL-CS-001 A4 A 1 of 10
1.0 TUJUAN
Dokumen ini bertujuan untuk memperlihatkan hasil perhitungan untuk Pondasi Tangki Air Kapasitas 5000 Bblpada proyek SPU Anggana UBEP Lirik
2.0 REFERENSI
Referensi yang digunakan antara lain:1. SNI 03 – 1734 : Petunjuk Perencanaan Beton Bertulang dan struktur Dinding
Bertulang untuk Rumah dan Gedung, 2002
2. SNI 03 – 1727 : Pedoman Perencanaan Pembebanan untuk Rumah danGedung, 2002
3. SNI-03-1726-2002 : Tata Cara Perencanaan Ketahanan Gempa untuk Bangunan Gedung
4. UBC 1997 : Uniform Buildiing Code 1997
5. ACI 318 – 02 : American Concrete Institute : Building Code Requiriments for Buildings
6. API650 : American Petroleum Institute : Welded Steel Tanks for Oil Storage
7. ASCE : American Society of Civil Engineering : Minimum Design Loads forBuilding and Other Structures
8. ASTM A615 : American Society for Testing Materials Specification for Deformed and Plain Billet Steel Bars for Concrete Reinforcement
9. ASTM A36 : Standard Specification for Structure Steel. and Heat Treated Joints
10. AISC 9 th Edition : American Institute of Steel Construction
11. Soil test report yang dilakukan oleh Laboratorium Teknik Sipil Politeknik Negeri Samarinda
3.0 KRITERIA DESAIN
3.1 Material
Spesifikasi Material :Baja : ASTM A-36 fy = 2400 kg/cm2Beton : K-300 f`c = 280 kg/cm2Tulangan Utama : BJTD40/ASTM 615 fy = 4000 kg/cm2Tulangan Sengkang : BJTD24/ASTM 615 fy = 2400 kg/cm2Anchor Bolt : ASTM 307 ft = 20 kips
Berat Jenis Beton : = 2400 kg/m3
Berat Jenis Tanah : = 1830 kg/m3
Berat Jenis Pasir (Sirtu) : = 1800 kg/m3
gbeton
gtanah
gpasir
TITLE
- EP CIVIL STRUCTURE CALCULATION SHEET OF
UBEP – Sangasanga & Tarakan 2000 BBLs TANK CAPACITY
DOCUMENT NUMBER FORMAT REV SHEET
F007-12-CAL-CS-001 A4 A 1 of 10
3.2 Beban Rencana
Beban Rencana yang bekerja adalah:- Beban Mati : DL- Beban Operation : OL- Beban Angin : WL- Beban Gempa : EL
3.3 Kombinasi Pembebanan
Kombinasi untuk pembebanan mengacu pada LRFD- 1.4 DL- 1.2 DL + 1.6 OL- 1.2 DL + 1.6 WL + 0.5 OL- 1.2 DL ± 1.0 EL + 0.5 OL- 0.9DL ± (1.6 WL atau 1.0 EL)
4.0 DETAIL PERHITUNGAN
4.1 DENAH dan POTONGAN
DATA :H1 = 6.00 m (tinggi tanki)OD = 8.40 m (outer diameter tanki)D = 8.39 m (inner diameter tanki)d = 8.00 m (tinggi pondasi di atas
telapak)t = 0.30 m (tinggi pondasi telapak)b = 0.75 m (lebar pondasi)Sx = outer diameter pondasiSy = tinggi pondasiCx1 = inner diameter pondasiCx2 = lebar pondasi telapak
Sx = D + 2*0.5b = 9.14 mSy = t + d = 8.30 mCx1 = D - 2*0.5b = 7.64 mCx2 = 2.00 mCx3 = Cx1 - 2*0.6 = 6.44 m
TITLE
- EP CIVIL STRUCTURE CALCULATION SHEET OF
UBEP – Sangasanga & Tarakan 2000 BBLs TANK CAPACITY
DOCUMENT NUMBER FORMAT REV SHEET
F007-12-CAL-CS-001 A4 A 1 of 10
4.2 Data Pembebanan
- Dead Load, Shell, Roof, & Ext.Structure Loads 762.43 kg/m
- Live Load 122.00 kg/m
- Uniform Load, Operating Condition 5,530.95
- Uniform Load, Hydrotest Load 6,372.16
- Base Shear due to Wind 4,571.69 kg
- Reaction due to Wind 71.17 kg/m
- Moment Due to Wind 13,715.07 kg.m
- Base Shear due to Seismic Load : V 928.40 kg
- Reaction due to Seismic Load 11.75 kg/m
- Moment Due to Seismic Load 2,785.19 kg.m
4.3 Foundation Outline- Lebar Ring Wall b = 0.75 m- Tinggi Ring Wall d+t = 8.30 m- Soil Cover d+t = 8.30 m
- Footing Outer Dia Sx = 9.14 m- Footing Inner Dia Cx1 = 7.64 m
Areas & Moment of Inertia
- Area of Ring Foundation = 19.78 m² = 197,778.97 cm²
- Area of Soil = 45.89 m² = 458,913.93 cm²
- Area Enclosed by Tank = 55.34 m² = 553,385.55 cm²
W = Section modulus of ring foundation
= = 31.21 m³ = 31,210,771.90
Loading at Bottom of Foundation
17.07%
82.93%
: DL
: LL
: WO kg/m2
: Wh kg/m2
: WL
: RW
: MW
: RS
: MS
AF = π ( Sx2-Cx12 ) / 4
AS = π Cx12 / 4
AT = π D2 / 4
1/32 * p * (Sx3 - Cx13) cm3
% Content Load transferred to Ring ( P1 ) P1 = (AT - AS) / AT (%)
% Content Load transferred to Soil ( P2 ) P2 = 100% - P1
SxO
Cx1
D
TITLE
- EP CIVIL STRUCTURE CALCULATION SHEET OF
UBEP – Sangasanga & Tarakan 2000 BBLs TANK CAPACITY
DOCUMENT NUMBER FORMAT REV SHEET
F007-12-CAL-CS-001 A4 A 1 of 10
4.4 Ringkasan PembebananBeban yang akan menjadi input dalam analysis
Beban RemarksVertical (kg) Horisontal (kg) Moment (kg.cm)
H Mo
Equip Erecting 20,105.63 - - -
OL
52,251.82 253,823.18 - -
3,217.20 - - -
55,469.02 169,222.91 - -
WL Wind Load 1,876.72 - 4,571.69 1,371,506.96 EL Seismic Load 309.88 - 928.40 278,518.51
4.5 Stability of Foundation
Asumsi data tanah seperti dibawah iniTitik CPT Kedalaman qc qc @1.5m Satuan
Titik S-01 1.40 3.20
3.20 1.60 3.20
Titik S-02 1.40 8.52
10.65 1.60 12.78
Titik S-03 1.00 6.39
5.59 3.00 3.20
Rata-rata qc = 6.48 kg/cm²SF = 3Menurut Schmertmann (1978), untuk tanah lempung dengan pondasi persegi, daya dukung tanah yang diijinkan adalah sbb:
= (5+0.34*qc)/SF = (5+0.34*6.48)/3
= 2.40 kg/cm²
Maximum Soil Pressure Below Ring < Pallow : Allowable Soil Pressure
dan
Maximum Soil Pressure Below Soil < Pallow : Allowable Soil Pressure
Cek Soil Pressure
Kombinasi BebanM/W Allowable
1.4 DL 0.142 0.000 0.142 0.000 2.40 PASS
1.2 DL + 1.6 OL 0.545 0.000 0.545 0.88 2.40 PASS
1.2 DL + 1.6 WL + 0.5 OL 0.269 0.070 0.340 0.277 2.40 PASS
1.2 DL + 1.0 EL + 0.5 OL 0.256 0.009 0.265 0.277 2.40 PASS
1.2 DL - 1.0 EL + 0.5 OL 0.253 -0.009 0.244 0.277 2.40 PASS
0.9DL + 1.0 EL 0.093 0.009 0.102 0.000 2.40 PASS
0.9DL - 1.0 EL -0.002 -0.009 -0.010 0.000 2.40 PASS
Below Ring (NR) Below Soil (NS)
DL
WO
LL
WO + LL
kg/cm2
sall
: PR = NR / AF + M/W
: PS = NS / AS
s (kg/cm2) Hasil (PS dan PR < Allow)NR/AF PR PS
TITLE
- EP CIVIL STRUCTURE CALCULATION SHEET OF
UBEP – Sangasanga & Tarakan 2000 BBLs TANK CAPACITY
DOCUMENT NUMBER FORMAT REV SHEET
F007-12-CAL-CS-001 A4 A 1 of 10
Cek OverturningResistant moment : Mr = N.Do / 2 (kg-cm)Safety Factor : Fo = Mr/Mo > Foallow : Minimum Safety Factor for Overturning
Kombinasi Beban Mr (kg.cm) Mo (kg.cm) Fo = Mr/Mo Foallow
1.4 DL 11,822,109.60 - 999.00 1.50 PASS
1.2 DL + 1.6 OL 47,408,419.56 - 999.00 1.50 PASS
1.2 DL + 1.6 WL + 0.5 OL 23,042,887.24 2,194,411.14 10.50 1.50 PASS
1.2 DL + 1.0 EL + 0.5 OL 21,911,880.25 278,518.51 78.67 1.50 PASS
1.2 DL - 1.0 EL + 0.5 OL 21,651,582.57 (278,518.51) 77.74 1.50 PASS
0.9DL + 1.0 EL 7,730,076.44 278,518.51 27.75 1.50 PASS
0.9DL - 1.0 EL 7,469,778.76 (278,518.51) 26.82 1.50 PASS
Cek OverturningResistant force : Hr = 0.5 N (kN)Safety Factor : Fs = Hr / H > Fsallow : Minimum Safety Factor for Sliding
Kombinasi Beban Hr (kg.cm) Ho (kg.cm) Fs = Hr/Ho Fsallow
1.4 DL 14,073.94 - 999.00 1.50 PASS
1.2 DL + 1.6 OL 56,438.59 - 999.00 1.50 PASS
1.2 DL + 1.6 WL + 0.5 OL 27,432.01 7,314.70 3.75 1.50 PASS
1.2 DL + 1.0 EL + 0.5 OL 26,085.57 928.40 28.10 1.50 PASS
1.2 DL - 1.0 EL + 0.5 OL 25,775.69 928.40 27.76 1.50 PASS
0.9DL + 1.0 EL 77,300.76 928.40 83.26 1.50 PASS
0.9DL - 1.0 EL 74,697.79 928.40 80.46 1.50 PASS
Hasil (Fo > Foallow)
Hasil (Fo > Foallow)
TITLE
- EP CIVIL STRUCTURE CALCULATION SHEET OF
UBEP – Sangasanga & Tarakan 2000 BBLs TANK CAPACITY
DOCUMENT NUMBER FORMAT REV SHEET
F007-12-CAL-CS-001 A4 A 1 of 10
4.6 Perhitungan Ring Wall
Beban merata terfaktor yang bekerja pada Ring Wall adalah tegangan maximum yang terjadipada kombinasi beban 1.2DL + 1.6OL, sebesarqu = 0.545 kg/cm²
= 5,446.97 kg/m2Data Tanah :
= 1830 kg/m3
f = 11.2 deg
Ka =
= 0.6747131733Data Ring Wall:Lebar Ring Wall: b = 0.75 mInner Diameter: Di = Cx1 = 7.64 mTinggi Ring Wall: df = 8.30 m
Pembebanan
- Hoop Stress : F1 = = 30,503.70 kg/m
F2 = = 42,530.11 kg/m
F = F1 + F2 = 73,033.80 kg/m
- Hoop Tension T = ½*F*Di = 279,135.20 kg
- Luas Tulangan untuk Hoop TensionAt = T/fy = 6,978.38 mm2
- As min / ACI-318-05-14.3.3
= = 15,562.50 mm2
Area of Steel Required = 15562.50 mm2
Bar size (db) 12 mm2Sectional area 113 mm2Required No. of Bars 138
Menurut ACI 318 Section 14.3.4, untuk tebal dinding pondasi lebih dari 250mm, harus mempunyai reinforcement dalam 2 (dua)
Digunakan tulangan 69 - D12 Bars on each face
- As min / ACI-318-05-14.3.2
= 0.0015*b = 1,125.00 mm2/m
Bar size (db) 12 mm2Sectional area 113 mm2Required spacing of bars 101 mm
Digunakan D12 @ 200 mm c/c (D22-200)
gsoil
tan2 (45-f/2)
qu*Ka*df
½*gsoil*Ka*df2
Penulangan Keliling (Circumferencial Reinforcement)
Asmin 0.0025*b*df
AREQ
layer paralel dengan muka (face) dari dinding.
Penulangan Vertikal (Vertical Reinforcement)
Asmin
C. L
PS
df
KaPSKa gsoil df
F
T T
Di
Page 11 of 13
TITLE
PERHITUNGAN PONDASI TANGKI AIR KAP 10.000 BBL
UBEP – Sangasanga & Tarakan ATTACHMENT 1
DOCUMENT NUMBER FORMAT REV SHEET
F007-12-CAL-CS-001 A4 A 10 of 10
TANK LOADING CALCULATION
1 REFERENCE MECHANICAL DESIGN
- Mechanical Data Sheet No. : F007-12-CAL-ME-002-Mechanical Calculation Sheet of 5000 BBLs Tank Capacity- Drawing No. : F007-12-DWG-ME-002
2 DEAD LOAD (D)
2.1 Plat Dinding Qty Weight (kg/mm m2) Total Weight (kg)- Course 1, Plat 1524 x 6096 x 6mm Thk, A-36: 6 pcs 7.85 2,625.44 - Course 2, Plat 1524 x 6096 x 6mm Thk, A-36: 6 pcs 7.85 2,625.44 - Course 3, Plat 1524 x 6096 x 6mm Thk, A-36: 6 pcs 7.85 2,625.44 - Course 4, Plat 1524 x 6096 x 6mm Thk, A-36: 6 pcs 7.85 2,625.44 - Course 5, Plat 1524 x 6096 x 6mm Thk, A-36: 6 pcs 7.85 2,625.44 - Course 6, Plat 1380 x 6096 x 8mm Thk, A-36: 6 pcs 7.85 2,377.37
Total Berat Plat Dinding 13,127.20
2.2 Plat Dasar Qty Weight (kg/mm m2) Total Weight (kg)- 7 pcs 7.85 5,918.11
Total Berat Plat Dasar 5,918.11
2.3 Plat Atap Qty Weight (kg/mm m2) Total Weight (kg)- No. 1-9, Plat 1828 x 6096 x 6mm Thk, A-36: 9 pcs 7.85 4,723.72
Total Berat Plat Atap 4,723.72
2.4 Tiang Mast dan Rangka Atap Qty Unit Weight Total Weight (kg)- Pipe 8", L=8.770m, Sch. 40, 1pcs 8.77 m 42.49 kg/m 372.64 - Pipe 6", L=8.034m, Sch. 40, 12pcs 96.408 m 28.23 kg/m 2,721.60 - Rafter1, L=7.709m, UNP 180x75x7mm, 12pcs 92.508 m 21.4 kg/m 1,979.67 - Rafter2, L=5.140m, UNP 180x75x7mm, 12pcs 61.68 m 21.4 kg/m 1,319.95 - Rafter3, L=2.569m, UNP 180x75x7mm, 12pcs 30.828 m 21.4 kg/m 659.72 - Girder1, L=3.009m, UNP 180x75x7mm, 12pcs 36.108 m 21.4 kg/m 772.71 - Girder2, L=0.849m, UNP 180x75x7mm, 24pcs 20.376 m 21.4 kg/m 436.05 - Base Plat Center Colum 850 x 850 x 8mm Thk, A 1 pcs 7.85 kg/m 45.37 - 4 pcs 7.85 kg/m 22.61 - 1 pcs 7.85 kg/m 55.89 - Neck Plate Water Drench 4350x300x8mm Thk, A 1 pcs 7.85 kg/m 81.95 - 1 pcs 7.85 kg/m 14.19 - Base Plat Middle Colum 500 x 500 x 8mm Thk, A 12 pcs 7.85 kg/m 188.40 - Bracket Plat Middle Column 8mm Thk, A-36: 48 pcs 7.85 kg/m 94.20 - Bracket & Plat Shell Middle Column 8mm Thk, A- 24 set 7.85 kg/m 565.20 - Rafter Girder Support Plate & Bracket 8mm, A-36 24 set 7.85 kg/m 565.20
Total Berat Tiang Mast dan Rangka Atap 9,895.35
No. 1-7 Plat 8.975m2 x 12mm Thk, A-36:
Stiffener Plat Center Colum 0.09m2 x 8mm Thk, A-36:Base Plate Water Drench 0.890m2 x 8mm Thk, A-36:
Stiffener Plat Center Drum 0.226m2x8mm Thk, A-36:
Page 12 of 13
TITLE
PERHITUNGAN PONDASI TANGKI AIR KAP 10.000 BBL
UBEP – Sangasanga & Tarakan ATTACHMENT 1
DOCUMENT NUMBER FORMAT REV SHEET
F007-12-CAL-CS-001 A4 A 10 of 102.5 Nozzles Qty Unit Weight Total Weight (kg)
- N1 & N17, 3" Sch.40 Pipe: 0.4 m 11.27 kg/m 4.51 - N1 & N17, 3" Flange: 1 pcs 3.7 kg 3.70 - N3, N4, N9, N15, 4" Sch.40 Pipe: 1.6 m 16.06 kg/m 25.70 - N3, N4, N9, N15, 4" Flange: 4 pcs 5.9 kg 23.60 - N2, N5, N10, N11, N13 & N14, 6" Sch.40 Pipe: 2.4 m 28.23 kg/m 67.75 - N2, N5, N10, N11, N13 & N14, 6" Flange: 6 pcs 8.6 kg 51.60 - N7, N8, N12, N16, 8" Sch.40 Pipe: 1.6 m 42.49 kg/m 67.98 - N7, N8, N12, N16, 8" Flange: 4 pcs 13.7 kg 54.80 - N6, 10" Sch.40 Pipe: 0.4 m 60.24 kg/m 24.10 - N6, 10" Flange: 1 pcs 19.5 kg 19.50 - N18 - N21, 1" Sch.40 Pipe: 1.6 m 2.5 kg/m 4.00 - N22, 2" Sch.40 Pipe: 0.4 m 5.43 kg/m 2.17 - M1, M2, C1, 24" Sch.40 Pipe: 1.2 m 254.48 kg/m 305.38
Total Berat Nozzles 654.78
2.6 Tangga & Handrail Qty Unit Weight Total Weight (kg)- Round Bar 19 x 1700mm Length, ASTM A36: 30 ea 3.791 kg 113.73 - Bracing 60 x 60 x 6mm, ASTM A36: 0.995 m 5.42 kg/m 5.39 - Pad Plate, 100 x 150 x 6mm, ASTM A36: 1 ea 0.019625 kg 0.02 - Support, 762 x 300 x 10mm Thk, ASTM A36: 1 ea 0.179451 kg 0.18 - Pipe 1-1/2", Sch. Std, CS 11.661 m 4.05 kg/m 47.23 - Checquered Plate, 700 x 400 x 4.5mm, ASTM A3 30 ea 0.5027555556 kg 15.08 - Round Bar 19 x 1370mm Length, ASTM A36: 5 ea 3.0551 kg 15.28 - CNP. 200 x 80 x 7.5mm, 1400mm Length, ASTM 3 ea 34.44 kg 103.32 - CNP. 200 x 80 x 7.5mm, 964mm Length, ASTM 2 ea 23.7144 kg 47.43 - CNP. 200 x 80 x 7.5mm, 1200mm Length, ASTM 2 ea 29.52 kg 59.04 - CNP. 200 x 80 x 7.5mm, 762mm Length, ASTM 2 ea 18.7452 kg 37.49 - Checker Plate, 762 x 1200 x 4.5mm, ASTM A36: 1 ea 1.641856 kg 1.64 - L 60 x 60 x 6mm, 1070mm Length, ASTM A36: 35 5.7994 kg 202.98 - Pipe 1-1/2", Sch. Std, 6000mm Length, CS 9 ea 24.3 kg 218.70 - Pipe 1-1/4", Sch. Std, 6000mm Length, CS 9 ea 20.34 kg 183.06 - FB 75 x 6mm, 6000mm Length, ASTM A36 9 ea 21.18 kg 190.62
Total Berat Tangga & Handrail 1,241.19
Total WEIGHT = 31,239.88 Kg- Tolerancy 10% = 3,123.99 Kg
= 34,363.87 Kg
- Inner Diameter Tank = 8.39 m- Keliling Tank = 26.37 m
= 1,303.12 kg/m
3 LIVE LOAD (L)- Uniform Roof Load = 122 (Data Sheet)- Roof Load (Live Load) = 6,751.30 kg- Roof Load (Live Loa = 256.02 kg/m
4 UNIFORM LOAD, OPERATING CONDITION- Working Capacit: 317 (Data Sheet)- SG Fluida : 0.86 (Data Sheet)- Berat Jenis Fluid : = 860
- Berat Fluida (Produced Water) = = 272,620.00 kg
- Luas Area Tank =
= 55.34
- = Berat Fluida / Luas di bawah Tank
= 4,926.40
5 UNIFORM LOAD, HYDROSTATIC CONDITION- Nominal Capacit: 795 (Data Sheet)- Berat Fluida (Produced Water) = = 683,700.00 kg
- = 12,354.86
Dead Load (DL)
Dead Load, DL
kg/m2
m3
SG Fluida / SG Water * 1000 kg/m3 kg/m3
1010 kg/m3 * 1512 m3
1/4*π*ID2 m2
m2
Uniform Load, Operating Condition, WO
kg/m2
m3
1010 kg/m3 * 1600 m3
Uniform Load, Hydrostatic Condition, Wh kg/m2
Page 13 of 13
TITLE
PERHITUNGAN PONDASI TANGKI AIR KAP 10.000 BBL
UBEP – Sangasanga & Tarakan ATTACHMENT 1
DOCUMENT NUMBER FORMAT REV SHEET
F007-12-CAL-CS-001 A4 A 10 of 10
6- Wind Speed = 126 km/hr (Data Sheet)- OD Shell Plate = 8.40 m- Tinggi Tanki, H = 6.00 m
- Vertical Plane = OD x H
= 50.40 Dari UBC 1997
- Design Wind Pressure, P == combined height, exposure and gust factor coefficient as given in Table 16-G (UBC 1997)= 1.23 (Exposure C)
= pressure coefficient for the structure or portion of structure under construction as given in Table 16-H (UBC 1997)= 0.8 (winward wall)
= wind stagnation pressure at standard height of 10000 mm as forth in Table 16-F (UBC 1997)
= 0.79 (16.4 psf)
= importance factor as set forth in Table 16-K (UBC 1997)= 1.15 (Essential facilities)
- P = 0.89
- = P x Av = 44.80 kN = 4,571.69 kg
-
= = 13,715.07 kg.m
-
== 1,876.72 kg= 71.17 kg/m (pembebanan di ringwall / keliling tanki)
7- Seismic Factor : SUG II (Data Sheet)- Seismic Zone Factor, Z = 0.15 (Table E-2 API-650 untuk Seismic Factor 2A)- Maximum Seismic Load (design base shear): V (UBC 1997 Section 1630.2.1)
V =
Ca = 0.18 (table 16-Q UBC 1997, untuk Sc dan Z=0.15)I = 1.25 (table 16-K UBC 1997, untuk Essential facilities)R = 4.5 (table 16-N UBC 1997, untuk Concrete shear walls)
W = 34,363.87 kg
Vmaks = 4,295.48 kg
- Minimum Design Seismic Load (design base shear): V (UBC 1997 Section 1630.2.1)V =
Vmin = 850.51 kg
- Design Seismic Load (design base shear): V (UBC 1997 Section 1630.2.1)V =
T = (UBC 1997 Section 1630.2.2 Method A)
Ct = 0.0731hn = 7.2T = 0.321
Cv = 0.25 (table 16-R UBC 1997, untuk Sc dan Z=0.15)
V = 928.40 kg (digunakan yang ini)
- Momen di dasar tangki akibat V
= V x H/2 = 2,785.19 kg.m
-Rs = V/(1.07*D) x H/2
= 309.88 kg= 11.75 kg/m (pembebanan di ringwall / keliling tanki)
WIND LOAD (WL)
Av
m2
Ce Cg qs IwCe
Cg
qs
kN/m2
Iw
kN/m2
Wind Load, WL (g = 9.8 m/s2)
Momen di dasar tangki akibat WL
MW WL x H/2
Reaction due to WL, Rw
Rw WL/(0.87*D) x H/2
SEISMIC LOAD (EL or V)
2.5*Ca*I*W/R
DL + WO
0.11*Ca*I*W
Cv*I*W/(R*T)
Ct(hn)3/4
MS
Reaction due to V, Rw