PERHITUNGAN-STRUKTUR-TANGKI

TITLE CIVIL STRUCTURE CALCULATION SHEET OF 2000 BBLs TANK CAPACITY DOCUMENT NO FORMAT REV SHEET F007-12-CAL-CS-001 A 1 of 10 CLIENT PT. PERTAMINA EP UBEP LIRIK PROJECT TITLE

PEMBANGUNAN SATU UNIT TANKI 2000 BBLs, SATU UNIT TANKI 5000 BBLs, SATU UNIT TANKI 10000 BBLs DI FIELD PERTAMINA EP UBEP LIRIK

PT. PERTAMINA EP UBEP LIRIK

CIVIL STRUCTURE CALCULATION SHEET OF 2000 BBLs TANK CAPACITY

PT. KLARAS PUSAKA INTERNASIONAL PREPARED BY

PT. PERTAMINA EP UBEP LIRIK CHECKED/REVIEWED BY APPROVED BY

A

Issued For Review

20-Mar-11

NP

ERT

ARF

REV

DESCRIPTION REVISION

DATE

Prepare

Check

Approved

TITLE

- EP

CIVIL STRUCTURE CALCULATION SHEET OF

UBEP – Sangasanga & Tarakan

2000 BBLs TANK CAPACITY DOCUMENT NUMBER F007-12-CAL-CS-001

FORMAT A4

DOCUMENT CHANGES HISTORY PAGES

REV. NO

DATE

REMARKS

REV A

SHEET 1 of 10

TITLE

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FORMAT A4

REV A

SHEET 1 of 10

DAFTAR ISI 1.0.

TUJUAN

..........................................................................................................................

2.0.

REFERENSI

3.0.

KRITERIA DESIGN

3.1. 3.2. 3.3.

Material ................................................................................................................................. Beban Rencana ................................................................................................................................. ................................................................................................................................. Kombinasi Pembebanan .................................................................................................................................

4 5 5

4.0.

DETAIL PERHITUNGAN

.................................................................................................................................

5

4.1. 4.2. 4.3. 4.4. 4.5. 4.6.

Denah dan Potongan ................................................................................................................................. Data Pembebanan ................................................................................................................................. Foundation Outline ................................................................................................................................. Ringkasan Pembebanan ................................................................................................................................. Stability of Foundation ................................................................................................................................. Perhitungan Ring Wall .................................................................................................................................

5 6 6 7 7 9

.......................................................................................................................... ..............................................................................................................

ATTACHMENT 1: TANK LOADING CALCULATION

4 4 4

10

TITLE

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FORMAT A4

1.0 TUJUAN Dokumen ini bertujuan untuk memperlihatkan hasil perhitungan untuk Pondasi Tangki Air Kapasitas 5000 Bbl pada proyek SPU Anggana UBEP Lirik 2.0 REFERENSI Referensi yang digunakan antara lain: : Petunjuk Perencanaan Beton Bertulang dan struktur Dinding Bertulang untuk Rumah dan Gedung, 2002

1. SNI 03 – 1734 2. SNI 03 – 1727

: Pedoman Perencanaan Pembebanan untuk Rumah dan

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 for

Gedung, 2002

Building and Other Structures 8. ASTM A615

: American Society for Testing Materials Specification for Deformed

9. ASTM A36

: Standard Specification for Structure Steel. and Heat Treated Joints

10. AISC 9 th Edition

: American Institute of Steel Construction

and Plain Billet Steel Bars for Concrete Reinforcement

11. Soil test report yang dilakukan oleh Laboratorium Teknik Sipil Politeknik Negeri Samarinda

3.0 KRITERIA DESAIN 3.1 Material Spesifikasi Material : Baja Beton Tulangan Utama Tulangan Sengkang Anchor Bolt Berat Jenis Beton

: : : : :

Berat Jenis Tanah Berat Jenis Pasir (Sirtu)

ASTM A-36 K-300 BJTD40/ASTM 615 BJTD24/ASTM 615 ASTM 307

2400 280 4000 2400 20 2400

:

fy f`c fy fy ft gbeton

= = = = = =

kg/cm2 kg/cm2 kg/cm2 kg/cm2 kips kg/m3

:

gtanah

= 1830

kg/m3

:

gpasir

= 1800

kg/m3

REV A

SHEET 1 of 10

TITLE

- EP UBEP – Sangasanga & Tarakan

CIVIL STRUCTURE CALCULATION SHEET OF 2000 BBLs TANK CAPACITY DOCUMENT NUMBER F007-12-CAL-CS-001

FORMAT A4

REV A

SHEET 1 of 10

3.2 Beban Rencana Beban Rencana yang bekerja adalah: : DL - Beban Mati : OL - Beban Operation : WL - Beban Angin : EL - Beban Gempa 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 OD D d

= = = =

t b Sx Sy Cx1 Cx2

= = = = = =

(tinggi tanki) (outer diameter tanki) (inner diameter tanki) (tinggi pondasi di atas telapak) 0.30 m (tinggi pondasi telapak) 0.75 m (lebar pondasi) outer diameter pondasi tinggi pondasi inner diameter pondasi lebar pondasi telapak

Sx Sy Cx1 Cx2 Cx3

= = =

D + 2*0.5b t+d D - 2*0.5b

=

Cx1 - 2*0.6

6.00 8.40 8.39 8.00

m m m m

= = = = =

9.14 8.30 7.64 2.00 6.44

m m m m m

TITLE

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FORMAT A4

REV A

SHEET 1 of 10

4.2 Data Pembebanan - Dead Load, Shell, Roof, & Ext.Structure Loads

: DL

762.43

kg/m

- Live Load

: LL

122.00

kg/m

- Uniform Load, Operating Condition

: WO

5,530.95

kg/m2

- Uniform Load, Hydrotest Load

: Wh

6,372.16

kg/m2

- Base Shear due to Wind

: WL

4,571.69

- Reaction due to Wind

: RW

71.17

kg/m

- Moment Due to Wind - Base Shear due to Seismic Load - Reaction due to Seismic Load

: MW :V : RS

13,715.07 928.40 11.75

kg.m kg kg/m

- Moment Due to Seismic Load

: MS

2,785.19

kg.m

4.3 Foundation Outline - Lebar Ring Wall - Tinggi Ring Wall - Soil Cover -

Footing Outer Dia Footing Inner Dia

Areas & Moment of Inertia - Area of Ring Foundation

b= d+t = d+t =

0.75 8.30 8.30

m m m

Sx = Cx1 =

9.14 7.64

m m

Sx D Cx1

AF = π ( Sx2-Cx12 ) / 4 2

-

Area of Soil

-

Area Enclosed by Tank AT = π D2 / 4 W = Section modulus of ring foundation = 1/32 * p * (Sx3 - Cx13)

kg

AS = π Cx1 / 4

=

=

19.78 m²

=

197,778.97 cm²

=

45.89 m²

=

458,913.93 cm²

=

55.34 m²

=

553,385.55 cm²

31.21 m³

=

31,210,771.90 cm3

Loading at Bottom of Foundation % Content Load transferred to Ring ( P1 )

17.07%

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

% Content Load transferred to Soil ( P2 )

82.93%

P2 = 100% - P1

TITLE

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FORMAT A4

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SHEET 1 of 10

4.4 Ringkasan Pembebanan Beban yang akan menjadi input dalam analysis Vertical (kg) Below Ring (NR) Below Soil (NS)

Beban

Remarks

DL

Equip Erecting

20,105.63

WO

52,251.82

LL

3,217.20

W O + LL

55,469.02 1,876.72 309.88

OL WL EL

Wind Load Seismic Load

Horisontal (kg) H

253,823.18 169,222.91 -

Moment (kg.cm) Mo -

-

-

-

-

-

4,571.69 928.40

1,371,506.96 278,518.51

4.5 Stability of Foundation Asumsi data tanah seperti dibawah ini Titik CPT Kedalaman qc qc @1.5m Satuan 1.40 3.20 Titik S-01 3.20 1.60 3.20 1.40 8.52 Titik S-02 10.65 kg/cm2 1.60 12.78 1.00 6.39 Titik S-03 5.59 3.00 3.20 6.48 kg/cm² Rata-rata qc = 3 SF = Menurut Schmertmann (1978), untuk tanah lempung dengan pondasi persegi, daya dukung tanah yang diijinkan adalah sbb: (5+0.34*qc)/SF sall = = (5+0.34*6.48)/3 2.40 = kg/cm² Maximum Soil Pressure Below Ring dan Maximum Soil Pressure Below Soil Cek Soil Pressure

: PR = NR / AF + M/W

< Pallow : Allowable Soil Pressure

: PS = NS / AS

< Pallow : Allowable Soil Pressure s (kg/cm2) PR

PS

Allowable

Hasil (PS dan PR < Allow)

0.142

0.000

2.40

PASS

0.545

0.88

2.40

PASS

0.070

0.340

0.277

2.40

PASS

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

Kombinasi Beban

NR/AF

M/W

1.4 DL

0.142

0.000

1.2 DL + 1.6 OL

0.545

0.000

1.2 DL + 1.6 WL + 0.5 OL

0.269

1.2 DL + 1.0 EL + 0.5 OL

TITLE

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Cek Overturning Resistant moment : Mr = N.Do / 2 (kg-cm) Safety Factor : Fo = Mr/Mo Kombinasi Beban

FORMAT A4

REV A

SHEET 1 of 10

> Foallow : Minimum Safety Factor for Overturning

Mr (kg.cm)

Mo (kg.cm)

Fo = Mr/Mo

Foallow

Hasil (Fo > 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

Fsallow

Hasil (Fo > Foallow)

Cek Overturning Resistant force : Hr = 0.5 N (kN) Safety Factor : Fs = Hr / H Kombinasi Beban

> Fsallow : Minimum Safety Factor for Sliding Hr (kg.cm)

Ho (kg.cm)

Fs = Hr/Ho

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

TITLE

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4.6 Perhitungan Ring Wall

FORMAT A4

REV A

SHEET 1 of 10

C. L

PS

F df

Di

T

Ka gsoil df

KaPS

T

Beban merata terfaktor yang bekerja pada Ring Wall adalah tegangan maximum yang terjadi pada kombinasi beban 1.2DL + 1.6OL, sebesar 0.545 qu = kg/cm² 5,446.97 kg/m2 = Data Tanah : 1830 gsoil = kg/m3 11.2 = deg f Ka = tan2 (45-f/2) = 0.674713173 Data Ring Wall: Lebar Ring Wall: b = 0.75 m 7.64 m Inner Diameter: Di = Cx1 = Tinggi Ring Wall: df = 8.30 m Pembebanan - Hoop Stress

-

Hoop Tension

= qu*Ka*df

=

30,503.70 kg/m

F2 F

= ½*gsoil*Ka*df2 = F1 + F2

= =

42,530.11 kg/m 73,033.80 kg/m

T

= ½*F*Di

=

: F1

Penulangan Keliling (Circumferencial Reinforcement) - Luas Tulangan untuk Hoop Tension At = T/fy - As min / ACI-318-05-14.3.3 Asmin = 0.0025*b*df Area of Steel Required =

=

6,978.38 mm2

=

15,562.50 mm2 mm2

15562.50

AREQ Bar size (db) Sectional area Required No. of Bars

279,135.20 kg

12 113 138

mm2 mm2

Menurut ACI 318 Section 14.3.4, untuk tebal dinding pondasi lebih dari 250mm, harus mempunyai reinforcement dalam 2 (dua) layer paralel dengan muka (face ) dari dinding. Digunakan tulangan 69 - D12 Bars on each face Penulangan Vertikal (Vertical Reinforcement) - As min / ACI-318-05-14.3.2 Asmin = 0.0015*b Bar size (db) Sectional area Required spacing of bars

Digunakan

1,125.00 mm2/m mm2 mm2 mm D12 @ 200 mm c/c (D22-200) =

12 113 101


TITLE PERHITUNGAN PONDASI TANGKI AIR KAP 10.000 BBL ATTACHMENT 1 DOCUMENT NUMBER F007-12-CAL-CS-001

REV A

FORMAT A4

TANK LOADING CALCULATION

TOTAL E & P INDONESIE 1 REFERENCE MECHANICAL DESIGN

PT. WIFGASINDO DIN. INSTR. ENG. PT. GUNANUSA UTAMA

- 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 - Course 1, Plat 1524 x 6096 x - Course 2, Plat 1524 x 6096 x - Course 3, Plat 1524 x 6096 x - Course 4, Plat 1524 x 6096 x - Course 5, Plat 1524 x 6096 x - Course 6, Plat 1380 x 6096 x Total Berat Plat Dinding

Qty 6 6 6 6 6 6

pcs pcs pcs pcs pcs pcs

Weight (kg/mm m2) 7.85 7.85 7.85 7.85 7.85 7.85

Total Weight (kg) 2,625.44 2,625.44 2,625.44 2,625.44 2,625.44 2,377.37 13,127.20

2.2 Plat Dasar 2 - No. 1-7 Plat 8.975m x 12mm Thk, A-36: Total Berat Plat Dasar

Qty 7

pcs

Weight (kg/mm m2) 7.85

Total Weight (kg) 5,918.12 5,918.12

2.3 Plat Atap - No. 1-9, Plat 1828 x 6096 x 6mm Thk, A-36: Total Berat Plat Atap

Qty 9

pcs

Weight (kg/mm m2) 7.85

Total Weight (kg) 4,723.72 4,723.72

Qty 8.77 96.408 92.508 61.68 30.828 36.108 20.376 1 4 1 1 1 12 48 24 24

m m m m m m m pcs pcs pcs pcs pcs pcs pcs set set

Unit Weight 42.49 28.23 21.4 21.4 21.4 21.4 21.4 7.85 7.85 7.85 7.85 7.85 7.85 7.85 7.85 7.85

6mm 6mm 6mm 6mm 6mm 8mm

Thk, Thk, Thk, Thk, Thk, Thk,

A-36: A-36: A-36: A-36: A-36: A-36:

2.4 Tiang Mast dan Rangka Atap - Pipe 8", L=8.770m, Sch. 40, 1pcs - Pipe 6", L=8.034m, Sch. 40, 12pcs - Rafter1, L=7.709m, UNP 180x75x7mm, 12pcs - Rafter2, L=5.140m, UNP 180x75x7mm, 12pcs - Rafter3, L=2.569m, UNP 180x75x7mm, 12pcs - Girder1, L=3.009m, UNP 180x75x7mm, 12pcs - Girder2, L=0.849m, UNP 180x75x7mm, 24pcs - Base Plat Center Colum 850 x 850 x 8mm Thk, A-36: 2 - Stiffener Plat Center Colum 0.09m x 8mm Thk, A-36: 2 - Base Plate Water Drench 0.890m x 8mm Thk, A-36: - Neck Plate Water Drench 4350x300x8mm Thk, A-36: 2 - Stiffener Plat Center Drum 0.226m x8mm Thk, A-36: - Base Plat Middle Colum 500 x 500 x 8mm Thk, A-36: - Bracket Plat Middle Column 8mm Thk, A-36: - Bracket & Plat Shell Middle Column 8mm Thk, A-36: - Rafter Girder Support Plate & Bracket 8mm, A-36: Total Berat Tiang Mast dan Rangka Atap

Page 10 of 12

kg/m kg/m kg/m kg/m kg/m kg/m kg/m kg/mm kg/mm kg/mm kg/mm kg/mm kg/mm kg/mm kg/mm kg/mm

Total Weight (kg) 372.64 2,721.60 1,979.67 1,319.95 659.72 772.71 436.05 m2 45.37 m2 22.61 m2 55.89 m2 81.95 m2 14.19 m2 188.40 m2 94.20 m2 565.20 m2 565.20 9,895.35

SHEET 10 of 10


TITLE PERHITUNGAN PONDASI TANGKI AIR KAP 10.000 BBL ATTACHMENT 1 DOCUMENT NUMBER F007-12-CAL-CS-001

2.5 Nozzles - N1 & N17, 3" Sch.40 Pipe: - N1 & N17, 3" Flange: - N3, N4, N9, N15, 4" Sch.40 Pipe: - N3, N4, N9, N15, 4" Flange: - N2, N5, N10, N11, N13 & N14, 6" Sch.40 Pipe: - N2, N5, N10, N11, N13 & N14, 6" Flange: - N7, N8, N12, N16, 8" Sch.40 Pipe: - N7, N8, N12, N16, 8" Flange: - N6, 10" Sch.40 Pipe: - N6, 10" Flange: - N18 - N21, 1" Sch.40 Pipe: - N22, 2" Sch.40 Pipe: - M1, M2, C1, 24" Sch.40 Pipe: Total Berat Nozzles

Qty 0.4 1 1.6 4 2.4 6 1.6 4 0.4 1 1.6 0.4 1.2

2.6 Tangga & Handrail - Round Bar 19 x 1700mm Length, ASTM A36: - Bracing 60 x 60 x 6mm, ASTM A36: - Pad Plate, 100 x 150 x 6mm, ASTM A36: - Support, 762 x 300 x 10mm Thk, ASTM A36: - Pipe 1-1/2", Sch. Std, CS - Checquered Plate, 700 x 400 x 4.5mm, ASTM A36: - Round Bar 19 x 1370mm Length, ASTM A36: - CNP. 200 x 80 x 7.5mm, 1400mm Length, ASTM A36 - CNP. 200 x 80 x 7.5mm, 964mm Length, ASTM A36 - CNP. 200 x 80 x 7.5mm, 1200mm Length, ASTM A36 - CNP. 200 x 80 x 7.5mm, 762mm Length, ASTM A36 - Checker Plate, 762 x 1200 x 4.5mm, ASTM A36: - L 60 x 60 x 6mm, 1070mm Length, ASTM A36: - Pipe 1-1/2", Sch. Std, 6000mm Length, CS - Pipe 1-1/4", Sch. Std, 6000mm Length, CS - FB 75 x 6mm, 6000mm Length, ASTM A36 Total Berat Tangga & Handrail

Qty 30 0.995 1 1 11.661 30 5 3 2 2 2 1 35 9 9 9

Total WEIGHT - Tolerancy Dead Load (DL) -

Inner Diameter Tank Keliling Tank

Dead Load, DL 3

4

= =

8.39 m 26.37 m

=

1,303.12 kg/m

LIVE LOAD (L) - Uniform Roof Load = - Roof Load (Live Load) = - Roof Load (Live Load) =

122

ea ea ea

31,239.88 3,123.99 34,363.87

860

kg/m3 272,620.00 kg

2 1/4*π*ID2 m 2 55.34 m

-

Luas Area Tank

-

Uniform Load, Operating Condition, W O

= =

Unit Weight 3.791 kg 5.42 kg/m 0.019625 kg 0.179451 kg 4.05 kg/m 0.502755556 kg 3.0551 kg 34.44 kg 23.7144 kg 29.52 kg 18.7452 kg 1.641856 kg 5.7994 kg 24.3 kg 20.34 kg 21.18 kg

= = =

= =

=

Berat Fluida / Luas di bawah Tank

UNIFORM LOAD, HYDROSTATIC CONDITION 3 - Nominal Capacity : 795 m (Data Sheet) - Berat Fluida (Produced Water) = 1010 kg/m3 * 1600 m3 Uniform Load, Hydrostatic Condition, W h

=

kg/m2

4,926.40

12,354.86

Page 11 of 12

=

REV SHEET A 10 of 10 Total Weight (kg) 4.51 3.70 25.70 23.60 67.75 51.60 67.98 54.80 24.10 19.50 4.00 2.17 305.38 654.78

kg/m kg kg/m kg kg/m kg kg/m kg kg/m kg kg/m kg/m kg/m

kg/m2 (Data Sheet) 6,751.30 kg 256.02 kg/m

UNIFORM LOAD, OPERATING CONDITION 3 - Working Capacity : 317 m (Data Sheet) - SG Fluida : 0.86 (Data Sheet) SG Fluida / SG Water * 1000 kg/m3 - Berat Jenis Fluida : - Berat Fluida (Produced Water) = 1010 kg/m3 * 1512 m3

-

ea m ea ea m ea ea ea ea ea ea ea

10%

= 5

FORMAT A4 Unit Weight m 11.27 pcs 3.7 m 16.06 pcs 5.9 m 28.23 pcs 8.6 m 42.49 pcs 13.7 m 60.24 pcs 19.5 m 2.5 m 5.43 m 254.48

683,700.00 kg kg/m2

Total Weight (kg) 113.73 5.39 0.02 0.18 47.23 15.08 15.28 103.32 47.43 59.04 37.49 1.64 202.98 218.70 183.06 190.62 1,241.19 Kg Kg Kg

TITLE PERHITUNGAN PONDASI TANGKI AIR KAP 10.000 BBL ATTACHMENT 1


DOCUMENT NUMBER F007-12-CAL-CS-001 6

WIND LOAD (WL) - Wind Speed - OD Shell Plate - Tinggi Tanki, H - Vertical Plane

126 km/hr 8.40 m 6.00 m = OD x H

REV A

(Data Sheet)

-

2 50.40 m = Dari UBC 1997 Ce Cg qs Iw Design Wind Pressure, P = Ce = combined height, exposure and gust factor coefficient as given in Table 16-G (UBC 1997) = 1.23 (Exposure C) Cg = pressure coefficient for the structure or portion of structure under construction as given in Table 16-H (UBC 1997) = 0.8 (winward wall) qs = wind stagnation pressure at standard height of 10000 mm as forth in Table 16-F (UBC 1997) 2 = 0.79 kN/m (16.4 psf) Iw = importance factor as set forth in Table 16-K (UBC 1997) = 1.15 (Essential facilities) 2 P = 0.89 kN/m (g = 9.8 m/s2) Wind Load, W L = P x Av = 44.80 kN = 4,571.69 kg

-

Momen di dasar tangki akibat W L

-

MW = W L x H/2 Reaction due to W L, Rw

-

Rw

7

= = = Av

FORMAT A4

=

13,715.07

W L/(0.87*D) x H/2 1,876.72 kg 71.17 kg/m

= = =

kg.m

(pembebanan di ringwall / keliling tanki)

SEISMIC LOAD (EL or V) - Seismic Factor : SUG II (Data Sheet) 0.15 - Seismic Zone Factor, Z = (Table E-2 API-650 untuk Seismic Factor 2A) - Maximum Seismic Load (design base shear): V (UBC 1997 Section 1630.2.1) V = 2.5*Ca*I*W/R Ca I R

0.18 1.25 4.5

= = =

W Vmaks

= =

(table 16-Q UBC 1997, untuk Sc dan Z=0.15) (table 16-K UBC 1997, untuk Essential facilities) (table 16-N UBC 1997, untuk Concrete shear walls) 34,363.87 kg

DL + W O 4,295.48 kg

-

Minimum Design Seismic Load (design base shear): V V = 0.11*Ca*I*W 850.51 kg Vmin =

(UBC 1997 Section 1630.2.1)

-

Design Seismic Load (design base shear): V V = Cv*I*W/(R*T)

(UBC 1997 Section 1630.2.1)

T

=

Ct(hn)3/4

Ct hn T

= = =

0.0731 7.2 0.321

Cv

=

0.25

V -

(UBC 1997 Section 1630.2.2 Method A)

(table 16-R UBC 1997, untuk Sc dan Z=0.15)

=

Momen di dasar tangki akibat V MS = V x H/2 = Reaction due to V, Rw Rs = V/(1.07*D) x H/2 = 309.88 kg = 11.75 kg/m

928.40 kg

(digunakan yang ini)

2,785.19

kg.m

(pembebanan di ringwall / keliling tanki)

Page 12 of 12

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PERHITUNGAN-STRUKTUR-TANGKI

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