perhitungan-struktur-tangki

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A NP ERT ARF

REV DESCRIPTION REVISION DATE Prepare Check Approved

Issued For Review 20-Mar-11

PT. KLARAS PUSAKA INTERNASIONAL PT. PERTAMINA EP UBEP LIRIK

PREPARED BY CHECKED/REVIEWED BY APPROVED BY

TITLECIVIL STRUCTURE CALCULATION SHEET OF 2000 BBLs

TANK CAPACITY

DOCUMENT NOF007-12-CAL-CS-001

CLIENTPT. PERTAMINA EP UBEP LIRIK

PROJECT TITLEPEMBANGUNAN 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 OF 2000 BBLs TANK CAPACITY

PT. PERTAMINA EP UBEP LIRIK

TITLE

- EP CIVIL STRUCTURE CALCULATION SHEET OF

UBEP – Sangasanga & Tarakan 2000 BBLs TANK CAPACITY

SHEETREV

AA4F007-12-CAL-CS-001

DOCUMENT NUMBER FORMAT

1 of 10

PAGES REV. NO DATE

DOCUMENT CHANGES HISTORY

REMARKS

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DAFTAR ISI

1.0. TUJUAN .......................................................................................................................... 4

2.0. REFERENSI .......................................................................................................................... 4

3.0. KRITERIA DESIGN .............................................................................................................. 4

3.1. Material ................................................................................................................................. 4

3.2. Beban Rencana .................................................................................................................................................................................................................................................................. 5

3.3. Kombinasi Pembebanan ................................................................................................................................. 5

4.0. DETAIL PERHITUNGAN ................................................................................................................................. 5

4.1. Denah dan Potongan ................................................................................................................................. 5

4.2. Data Pembebanan ................................................................................................................................. 6

4.3. Foundation Outline ................................................................................................................................. 6

4.4. Ringkasan Pembebanan ................................................................................................................................. 7

4.5. Stability of Foundation ................................................................................................................................. 7

4.6. Perhitungan Ring Wall ................................................................................................................................. 9

ATTACHMENT 1: TANK LOADING CALCULATION 10

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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:

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 dan

Gedung, 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 for

Building 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 = kg/cm2

Beton : K-300 f`c = kg/cm2

Tulangan Utama : BJTD40/ASTM 615 fy = kg/cm2

Tulangan Sengkang : BJTD24/ASTM 615 fy = kg/cm2

Anchor Bolt : ASTM 307 ft = kips

Berat Jenis Beton : gbeton = kg/m3

Berat Jenis Tanah : gtanah = kg/m3

Berat Jenis Pasir (Sirtu) : gpasir = kg/m31800

1830

2400

2400

280

4000

20

2400

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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 = m (tinggi tanki)

OD = m (outer diameter tanki)

D = m (inner diameter tanki)

d = m (tinggi pondasi di atas

telapak)

t = m (tinggi pondasi telapak)

b = m (lebar pondasi)

Sx = outer diameter pondasi

Sy = tinggi pondasi

Cx1 = inner diameter pondasi

Cx2 = lebar pondasi telapak

Sx = D + 2*0.5b = m

Sy = t + d = m

Cx1 = D - 2*0.5b = m

Cx2 = m

Cx3 = Cx1 - 2*0.6 = m

0.30

0.75

8.00

6.00

8.40

9.14

8.30

7.64

8.39

6.44

2.00

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4.2 Data Pembebanan

- Dead Load, Shell, Roof, & Ext.Structure Loads : DL kg/m

- Live Load : LL kg/m

- Uniform Load, Operating Condition : WO kg/m2

- Uniform Load, Hydrotest Load : Wh kg/m2

- Base Shear due to Wind : WL kg

- Reaction due to Wind : RW kg/m

- Moment Due to Wind : MW kg.m

- Base Shear due to Seismic Load : V kg

- Reaction due to Seismic Load : RS kg/m

- Moment Due to Seismic Load : MS kg.m

4.3 Foundation Outline

- Lebar Ring Wall b = m

- Tinggi Ring Wall d+t = m

- Soil Cover d+t = m

- Footing Outer Dia Sx = m

- Footing Inner Dia Cx1 = m

Areas & Moment of Inertia

- Area of Ring Foundation AF = π ( Sx2-Cx1

2 ) / 4 = 19.78 m² = cm²

- Area of Soil AS = π Cx12 / 4 = 45.89 m² = cm²

- Area Enclosed by Tank AT = π D2 / 4 = 55.34 m² = cm²

W = Section modulus of ring foundation

= 1/32 * p * (Sx3 - Cx1

3) = m³ = cm

3

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

6,372.16

4,571.69

13,715.07

928.40

11.75

2,785.19

762.43

122.00

5,530.95

31,210,771.90

0.75

8.30

8.30

9.14

197,778.97

7.64

458,913.93

553,385.55

31.21

71.17

Sx

Cx1

D

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4.4 Ringkasan Pembebanan

Beban yang akan menjadi input dalam analysis

4.5 Stability of Foundation

Asumsi data tanah seperti dibawah ini

Satuan

Rata-rata qc = kg/cm²

SF =

Menurut Schmertmann (1978), untuk tanah lempung dengan pondasi persegi, daya dukung tanah yang diijinkan adalah sbb:

sall = = (5+0.34*6.48)/3

= kg/cm²

Maximum Soil Pressure Below Ring : PR = NR / AF + M/W < Pallow : Allowable Soil Pressure

dan

Maximum Soil Pressure Below Soil : PS = NS / AS < Pallow : Allowable Soil Pressure

Cek Soil Pressure

s (kg/cm2)

NR/AF M/W

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

1.2 DL - 1.0 EL + 0.5 OL

0.9DL + 1.0 EL

0.9DL - 1.0 EL

3.20

1.40 8.52

1.60

6.39

3.00

0.142

0.545

Titik CPT

kg/cm2

3.20

2.40

12.78

Titik S-01

Titik S-02

Titik S-03

3.20

10.65

5.59 1.00

2.40

0.000 2.40

Kedalaman qc

3.20

Allowable

0.009

-0.009

2.40

2.40

2.40

qc @1.5m

1.40

1.60

0.88

0.277

0.277

0.277

0.000

Hasil

(PS dan PR < Allow)

PASS

PASS

PASS

PASS

0.545

0.256

0.253

0.093

-0.002

PASS

PASS

PASS

2.40

0.269 0.340

0.265

0.244

0.102

-0.010

Moment (kg.cm)

Mo

-

-

Beban

PR

0.142

PS

3

WL

DL

Below Soil (NS)Below Ring (NR)

0.000

(5+0.34*qc)/SF

EL

2.40

Kombinasi Beban

Horisontal (kg)

H

- 20,105.63

55,469.02

-

169,222.91

1,876.72

278,518.51

-

4,571.69

928.40

52,251.82

6.48

0.000

0.000

Remarks

Equip Erecting

WO

Wind Load

Seismic Load

Vertical (kg)

0.070

0.009

-0.009

-

253,823.18

-

-

-

-

-

- WO + LL

OL LL 3,217.20

309.88

1,371,506.96

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Cek Overturning

Resistant moment : Mr = N.Do / 2 (kg-cm)

Safety Factor : Fo = Mr/Mo > Foallow : Minimum Safety Factor for Overturning

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

1.2 DL - 1.0 EL + 0.5 OL

0.9DL + 1.0 EL

0.9DL - 1.0 EL

Cek Overturning

Resistant force : Hr = 0.5 N (kN)

Safety Factor : Fs = Hr / H > Fsallow : Minimum Safety Factor for Sliding

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

1.2 DL - 1.0 EL + 0.5 OL

0.9DL + 1.0 EL

0.9DL - 1.0 EL

Mo (kg.cm) Fo = Mr/Mo

47,408,419.56

PASS

1.50 PASS

1.50

1.50 PASS

1.50 PASS

PASS56,438.59 - 999.00 1.50

23,042,887.24

11,822,109.60

FoallowMr (kg.cm)Kombinasi BebanHasil

(Fo > Foallow)

1.50 PASS

1.50 PASS

14,073.94 - 999.00 1.50 PASS

1.50 PASS(278,518.51) 26.82

Kombinasi Beban Hr (kg.cm) Ho (kg.cm) Fs = Hr/Ho FsallowHasil

(Fo > Foallow)

21,911,880.25

21,651,582.57

7,730,076.44

7,469,778.76

-

-

2,194,411.14

278,518.51

(278,518.51)

278,518.51

999.00

999.00

10.50

78.67

77.74

27.75

PASS

26,085.57 928.40 28.10 1.50 PASS

27,432.01 7,314.70 3.75 1.50

PASS

77,300.76 928.40 83.26 1.50 PASS

25,775.69 928.40 27.76 1.50

74,697.79 928.40 80.46 1.50 PASS

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4.6 Perhitungan Ring Wall

Beban merata terfaktor yang bekerja pada Ring Wall adalah tegangan maximum yang terjadi

pada kombinasi beban 1.2DL + 1.6OL, sebesar

qu = kg/cm²

= kg/m2

Data Tanah :

gsoil = kg/m3

f = deg

Ka = tan2 (45-f/2)

=

Data Ring Wall:

Lebar Ring Wall: b = m

Inner Diameter: Di = Cx1 = m

Tinggi Ring Wall: df = m

Pembebanan

- Hoop Stress : F1 = qu*Ka*df = kg/m

F2 = ½*gsoil*Ka*df2 = kg/m

F = F1 + F2 = kg/m

- Hoop Tension T = ½*F*Di = kg

Penulangan Keliling (Circumferencial Reinforcement)

- Luas Tulangan untuk Hoop Tension

At = T/fy = mm2

- As min / ACI-318-05-14.3.3

Asmin = 0.0025*b*df = mm2

Area of Steel Required = AREQ mm2

Bar size (db) mm2

Sectional area mm2

Required No. of Bars

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.

Penulangan Vertikal (Vertical Reinforcement)

- As min / ACI-318-05-14.3.2

Asmin = 0.0015*b = mm2/m

Bar size (db) mm2

Sectional area mm2

Required spacing of bars mm

6,978.38

15,562.50

7.64

1,125.00

12

0.75

8.30

11.2

5,446.97

30,503.70

1830

15562.50

12

0.674713173

113

101

42,530.11

279,135.20

73,033.80

113

138

Digunakan tulangan 69 - D12 Bars on each face

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

0.545

C. L

PS

df

KaPS Ka gsoil df

F

T T

Di

TITLE

PERHITUNGAN PONDASI TANGKI AIR KAP 10.000 BBL

UBEP – Sangasanga & Tarakan ATTACHMENT 1


F007-12-CAL-CS-001 A4

1

- 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

2.1 Plat Dinding

- Course 1, Plat 1524 x 6096 x 6mm Thk, A-36: 6 pcs






Total Berat Plat Dinding

2.2 Plat Dasar

- No. 1-7 Plat 8.975m2 x 12mm Thk, A-36: 7 pcs

Total Berat Plat Dasar

2.3 Plat Atap

- No. 1-9, Plat 1828 x 6096 x 6mm Thk, A-36: 9 pcs

Total Berat Plat Atap

2.4 Tiang Mast dan Rangka Atap

- Pipe 8", L=8.770m, Sch. 40, 1pcs 8.77 m kg/m

- Pipe 6", L=8.034m, Sch. 40, 12pcs 96.408 m kg/m

- Rafter1, L=7.709m, UNP 180x75x7mm, 12pcs 92.508 m kg/m



- Girder1, L=3.009m, UNP 180x75x7mm, 12pcs 36.108 m kg/m

- Girder2, L=0.849m, UNP 180x75x7mm, 24pcs 20.376 m kg/m

- Base Plat Center Colum 850 x 850 x 8mm Thk, A-36: 1 pcs kg/mm m2

- Stiffener Plat Center Colum 0.09m2 x 8mm Thk, A-36: 4 pcs kg/mm m2

- Base Plate Water Drench 0.890m2 x 8mm Thk, A-36: 1 pcs kg/mm m2

- Neck Plate Water Drench 4350x300x8mm Thk, A-36: 1 pcs kg/mm m2

- Stiffener Plat Center Drum 0.226m2x8mm Thk, A-36: 1 pcs kg/mm m2

- Base Plat Middle Colum 500 x 500 x 8mm Thk, A-36: 12 pcs kg/mm m2

- Bracket Plat Middle Column 8mm Thk, A-36: 48 pcs kg/mm m2

- Bracket & Plat Shell Middle Column 8mm Thk, A-36: 24 set kg/mm m2

- Rafter Girder Support Plate & Bracket 8mm, A-36: 24 set kg/mm m2

Total Berat Tiang Mast dan Rangka Atap 9,895.35

7.85 94.20

7.85 565.20

7.85 565.20

7.85 81.95

7.85 14.19

7.85 188.40

7.85 45.37

7.85 22.61

7.85 55.89

21.4 659.72

21.4 772.71

21.4 436.05

28.23 2,721.60

21.4 1,979.67

21.4 1,319.95

4,723.72

Qty Unit Weight Total Weight (kg)

42.49 372.64

7.85 4,723.72

5,918.12

Qty Weight (kg/mm m2) Total Weight (kg)

7.85 5,918.12

7.85 2,377.37

13,127.20


7.85 2,625.44

7.85 2,625.44

7.85 2,625.44

7.85 2,625.44

7.85 2,625.44

TANK LOADING CALCULATION

REFERENCE MECHANICAL DESIGN

DEAD LOAD (D)


REV SHEET

A 10 of 10

TOTAL E & P INDONESIE PT. GUNANUSA UTAMA PT. WIFGASINDO DIN. INSTR. ENG.

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F007-12-CAL-CS-001 A4

REV SHEET

A 10 of 10

2.5 Nozzles

- N1 & N17, 3" Sch.40 Pipe: 0.4 m kg/m

- N1 & N17, 3" Flange: 1 pcs kg

- N3, N4, N9, N15, 4" Sch.40 Pipe: 1.6 m kg/m

- N3, N4, N9, N15, 4" Flange: 4 pcs kg

- N2, N5, N10, N11, N13 & N14, 6" Sch.40 Pipe: 2.4 m kg/m

- N2, N5, N10, N11, N13 & N14, 6" Flange: 6 pcs kg

- N7, N8, N12, N16, 8" Sch.40 Pipe: 1.6 m kg/m

- N7, N8, N12, N16, 8" Flange: 4 pcs kg

- N6, 10" Sch.40 Pipe: 0.4 m kg/m

- N6, 10" Flange: 1 pcs kg

- N18 - N21, 1" Sch.40 Pipe: 1.6 m kg/m

- N22, 2" Sch.40 Pipe: 0.4 m kg/m

- M1, M2, C1, 24" Sch.40 Pipe: 1.2 m kg/m

Total Berat Nozzles

2.6 Tangga & Handrail

- Round Bar 19 x 1700mm Length, ASTM A36: 30 ea kg

- Bracing 60 x 60 x 6mm, ASTM A36: 0.995 m kg/m

- Pad Plate, 100 x 150 x 6mm, ASTM A36: 1 ea kg

- Support, 762 x 300 x 10mm Thk, ASTM A36: 1 ea kg

- Pipe 1-1/2", Sch. Std, CS 11.661 m kg/m

- Checquered Plate, 700 x 400 x 4.5mm, ASTM A36: 30 ea kg

- Round Bar 19 x 1370mm Length, ASTM A36: 5 ea kg

- CNP. 200 x 80 x 7.5mm, 1400mm Length, ASTM A36 3 ea kg




- Checker Plate, 762 x 1200 x 4.5mm, ASTM A36: 1 ea kg

- L 60 x 60 x 6mm, 1070mm Length, ASTM A36: 35 kg

- Pipe 1-1/2", Sch. Std, 6000mm Length, CS 9 ea kg

- Pipe 1-1/4", Sch. Std, 6000mm Length, CS 9 ea kg

- FB 75 x 6mm, 6000mm Length, ASTM A36 9 ea kg

Total Berat Tangga & Handrail

Total WEIGHT = 31,239.88 Kg

- Tolerancy 10% = 3,123.99 Kg

Dead Load (DL) = 34,363.87 Kg

- Inner Diameter Tank = m

- Keliling Tank = m

Dead Load, DL = kg/m

3

- Uniform Roof Load = 122 kg/m2

(Data Sheet)

- Roof Load (Live Load) = kg

- Roof Load (Live Load) = kg/m

4

- Working Capacity : 317 m3

(Data Sheet)

- SG Fluida : 0.86 (Data Sheet)

- Berat Jenis Fluida : SG Fluida / SG Water * 1000 kg/m3

= 860 kg/m3

- Berat Fluida (Produced Water) = 1010 kg/m3 * 1512 m3

= kg

- Luas Area Tank = 1/4*π*ID2 m

2

= m2

- Uniform Load, Operating Condition, WO = Berat Fluida / Luas di bawah Tank

= kg/m2

5

- Nominal Capacity : 795 m3

(Data Sheet)

- Berat Fluida (Produced Water) = 1010 kg/m3 * 1600 m3

= kg

- Uniform Load, Hydrostatic Condition, Wh = kg/m2

272,620.00

55.34

4,926.40

UNIFORM LOAD, HYDROSTATIC CONDITION

683,700.00

12,354.86

1,241.19

8.39

26.37

1,303.12

LIVE LOAD (L)

UNIFORM LOAD, OPERATING CONDITION

6,751.30

256.02

654.78


3.791 113.73

2.5 4.00

5.43 2.17

254.48 305.38

13.7 54.80

60.24 24.10

19.5 19.50

28.23 67.75

8.6 51.60

42.49 67.98

3.7 3.70

16.06 25.70

5.9 23.60


11.27 4.51

5.42 5.39

0.019625 0.02

0.179451 0.18

4.05 47.23

0.502755556 15.08

3.0551 15.28

5.7994 202.98

34.44 103.32

23.7144 47.43

29.52 59.04

24.3 218.70

20.34 183.06

21.18 190.62

18.7452 37.49

1.641856 1.64

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F007-12-CAL-CS-001 A4

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A 10 of 10

6

- Wind Speed = 126 km/hr (Data Sheet)

- OD Shell Plate = m

- Tinggi Tanki, H = m

- Vertical Plane Av = OD x H

= m2

Dari UBC 1997

- Design Wind Pressure, P = Ce Cg qs Iw

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)

= kN/m2

(16.4 psf)

Iw = importance factor as set forth in Table 16-K (UBC 1997)

= 1.15 (Essential facilities)

- P = kN/m2

- Wind Load, WL = P x Av = kN = kg (g = 9.8 m/s2)

- Momen di dasar tangki akibat WL

MW = WL x H/2 = kg.m

- Reaction due to WL, Rw

Rw = WL/(0.87*D) x H/2

= kg

= 71.17 kg/m (pembebanan di ringwall / keliling tanki)

7

- Seismic Factor : SUG II (Data Sheet)

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

I = (table 16-K UBC 1997, untuk Essential facilities)

R = (table 16-N UBC 1997, untuk Concrete shear walls)

W = DL + WO kg

Vmaks = kg

- Minimum Design Seismic Load (design base shear): V (UBC 1997 Section 1630.2.1)

V = 0.11*Ca*I*W

Vmin = kg

- Design Seismic Load (design base shear): V (UBC 1997 Section 1630.2.1)

V = Cv*I*W/(R*T)

T = Ct(hn)3/4 (UBC 1997 Section 1630.2.2 Method A)

Ct =

hn = 7.2

T = 0.321

Cv = 0.25 (table 16-R UBC 1997, untuk Sc dan Z=0.15)

V = kg (digunakan yang ini)

- Momen di dasar tangki akibat V

MS = V x H/2 = kg.m

- Reaction due to V, Rw

Rs = V/(1.07*D) x H/2

= kg

= kg/m (pembebanan di ringwall / keliling tanki)

309.88

11.75

34,363.87

4,295.48

2,785.19

44.80

4.5

0.0731

928.40

850.51

4,571.69

13,715.07

1,876.72

SEISMIC LOAD (EL or V)

0.15

WIND LOAD (WL)

8.40

6.00

50.40

0.79

0.89

0.18

1.25

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perhitungan-struktur-tangki

Documents

tank loading calculation

document number format1

kombinasi pembebanan

data pembebanan

ringkasan pembebanan

foundation outline

stability of foundation

perhitungan ring wall