Perhitungan Struktur Tangki

TITLE

DOCUMENT NO FORMATF007-12-CAL-CS-001

CLIENTPT. PERTAMINA EP UBEP LIRIK

PROJECT TITLE

PT. KLARAS PUSAKA INTERNASIONAL PT. PERTAMINA EP UBEP LIRIKPREPARED BY CHECKED/REVIEWED BY

A Issued For Review 20-Mar-11 NPREV DESCRIPTION REVISION DATE Prepare

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

TITLE

REV SHEETA 1 of 10

CLIENTPT. PERTAMINA EP UBEP LIRIK

PROJECT TITLE

PT. PERTAMINA EP UBEP LIRIKAPPROVED BY

ERT ARFCheck 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

Check Approved

TITLE

- EP CIVIL STRUCTURE CALCULATION SHEET OF UBEP Sangasanga & Tarakan 2000 BBLs TANK CAPACITY

DOCUMENT NUMBER FORMATF007-12-CAL-CS-001 A4

DOCUMENT CHANGES HISTORY

PAGES REV. NO DATE REMARKS

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DAFTAR ISI

1.0. TUJUAN ..........................................................................................................................

2.0. REFERENSI ..........................................................................................................................

3.0. KRITERIA DESIGN ..............................................................................................................

3.1. Material .................................................................................................................................3.2. Beban Rencana ............ .................................................................................................................................3.3. Kombinasi Pembebanan .................................................................................................................................

4.0. DETAIL PERHITUNGAN .................................................................................................................................

4.1. Denah dan Potongan .................................................................................................................................4.2. Data Pembebanan .................................................................................................................................4.3. Foundation Outline .................................................................................................................................4.4. Ringkasan Pembebanan .................................................................................................................................4.5. Stability of Foundation .................................................................................................................................4.6. Perhitungan Ring Wall .................................................................................................................................

ATTACHMENT 1: TANK LOADING CALCULATION

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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 kipsBerat Jenis Beton : = 2400 kg/m3

Berat Jenis Tanah : = 1830 kg/m3

Berat Jenis Pasir (Sirtu) : = 1800 kg/m3

betontanahpasir

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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 mOD = 8.40 mD = 8.39 md = 8.00 m

t = 0.30 mb = 0.75 mSx = outer diameter pondasiSy = tinggi pondasiCx1 = inner diameter pondasiCx2 = lebar pondasi telapak

Sx = D + 2*0.5bSy = t + dCx1 = D - 2*0.5bCx2Cx3 = Cx1 - 2*0.6

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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 m = 197,778.97

- Area of Soil = 45.89 m = 458,913.93

- Area Enclosed by Tank = 55.34 m = 553,385.55 W = Section modulus of ring foundation

= = 31.21 m = 31,210,771.90

Loading at Bottom of Foundation17.07%

82.93%

: DL: LL: WO kg/m2

: Wh kg/m2

: WL: RW: MW

: RS: MS

AF = ( Sx2-Cx12 ) / 4AS = Cx12 / 4AT = D2 / 4

1/32 * * (Sx3 - Cx13)

% Content Load transferred to Ring ( P1 ) P1 = (AT - AS) / AT (%)

% Content Load transferred to Soil ( P2 ) P2 = 100% - P1

SxO

Cx1D

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4.4 Ringkasan PembebananBeban yang akan menjadi input dalam analysis

Beban RemarksVertical (kg) Horisontal (kg) Moment (kg.cm)

H MoEquip 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/cmSF = 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/cm

Maximum Soil Pressure Below Ring < Pallow : Allowable Soil PressuredanMaximum Soil Pressure Below Soil < Pallow : Allowable Soil PressureCek 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

WOLL

WO + LL

kg/cm2

all

: PR = NR / AF + M/W

: PS = NS / AS

(kg/cm2) Hasil (PS dan PR < Allow)NR/AF PR PS

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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)


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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/cm

= 5,446.97 kg/m2Data Tanah :

= 1830 kg/m3 = 11.2 degKa =

= 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/mF = F1 + F2 = 73,033.80 kg/m

- Hoop Tension T = *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)

soil

tan2 (45-2)

qu*Ka*df

*soil*Ka*df2

Penulangan Keliling (Circumferencial Reinforcement)

Asmin 0.0025*b*dfAREQ

layer paralel dengan muka (face) dari dinding.

Penulangan Vertikal (Vertical Reinforcement)

Asmin

C. L

PS

df

KaPS Ka soil df

F

T T

Di

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DAFTAR ISI

4

4

4

455

5

566779

10

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(tinggi tanki)(outer diameter tanki)(inner diameter tanki)(tinggi pondasi di atas telapak)(tinggi pondasi telapak)(lebar pondasi)

= 9.14 m= 8.30 m= 7.64 m= 2.00 m= 6.44 m

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197,778.97 cm

458,913.93 cm

553,385.55 cm

31,210,771.90 cm3

P1 = (AT - AS) / AT (%)

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Moment (kg.cm)Mo

-

-

-

- 1,371,506.96 278,518.51

PASS

PASS

PASS

PASS

PASS

PASS

PASS

Hasil (PS dan PR < Allow)

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PASS

PASS

PASS

PASS

PASS

PASS

PASS

PASS

PASS

PASS

PASS

PASS

PASS

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kg/m

kg/mkg/m

Digunakan tulangan 69 - D12 Bars on each face

Digunakan D12 @ 200 mm c/c (D22-200)

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TITLEPERHITUNGAN PONDASI TANGKI AIR KAP 10.000 BBL

UBEP Sangasanga & Tarakan ATTACHMENT 1

DOCUMENT NUMBER FORMAT REV SHEETF007-12-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 5,918.12

Total Berat Plat Dasar 5,918.12

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-36: 1 pcs 7.85 kg/mm 45.37 - 4 pcs 7.85 kg/mm 22.61 - 1 pcs 7.85 kg/mm 55.89 - Neck Plate Water Drench 4350x300x8mm Thk, A-36: 1 pcs 7.85 kg/mm 81.95 - 1 pcs 7.85 kg/mm 14.19 - Base Plat Middle Colum 500 x 500 x 8mm Thk, A-36: 12 pcs 7.85 kg/mm 188.40 - Bracket Plat Middle Column 8mm Thk, A-36: 48 pcs 7.85 kg/mm 94.20 - Bracket & Plat Shell Middle Column 8mm Thk, A-36: 24 set 7.85 kg/mm 565.20 - Rafter Girder Support Plate & Bracket 8mm, A-36: 24 set 7.85 kg/mm 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:

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2.5 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 A36: 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 A36 3 ea 34.44 kg 103.32 - CNP. 200 x 80 x 7.5mm, 964mm Length, ASTM A36 2 ea 23.7144 kg 47.43 - CNP. 200 x 80 x 7.5mm, 1200mm Length, ASTM A36 2 ea 29.52 kg 59.04 - CNP. 200 x 80 x 7.5mm, 762mm Length, ASTM A36 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 Load) = 256.02 kg/m

4 UNIFORM LOAD, OPERATING CONDITION- Working Capacity : 317 (Data Sheet)- SG Fluida : 0.86 (Data Sheet)- Berat Jenis Fluida : = 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 Capacity : 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**ID2 m2m2

Uniform Load, Operating Condition, WOkg/m2

m31010 kg/m3 * 1600 m3

Uniform Load, Hydrostatic Condition, Wh kg/m2

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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= 71.167 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 kgVmaks = 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 = 0.3213

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)

Avm2

Ce Cg qs IwCe

Cg

qskN/m2

Iw

kN/m2Wind Load, WL (g = 9.8 m/s2)Momen di dasar tangki akibat WL

MW WL x H/2Reaction 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

MSReaction due to V, Rw

coverCalcAttachment 1 - Loading Data

Perhitungan Struktur Tangki

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