Contoh Perhitungan Struktur Tangki

 

TITLE

DOCUMENT NO F007-12-CAL-CS-001 CLIENT

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PT. PERTAMINA EP UBEP LIRIK

CIVIL STRUCTURE CALCULATION SHEET OF 2000 BBLs TANK CAPACITY

P REPARED BY

A

Issued For Review

CHECKED/REVIEWED BY

20-Mar-11

NP

APPROVED BY

ERT

ARF

TITLE - EP

CIVIL STRUCTURE CALCULATION SHEET OF

UBEP – Sangasanga & Tarakan

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

FORMAT  A4

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DATE

REMARKS

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TITLE - EP

CIVIL STRUCTURE CALCULATION SHEET OF 2000 BBLs TANK CAPACITY

UBEP – Sangasanga & Tarakan

DOCUMENT NUMBER F007-12-CAL-CS-001

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DAFTAR ISI 1.0.

TUJUAN

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

4

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

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

4

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

4

ATTACHMENT 1: TANK LOADING CALCULATION

10

TITLE - EP

CIVIL STRUCTURE CALCULATION SHEET OF

UBEP – Sangasanga & Tarakan

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

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

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 Beton Tulangan Utama Tulangan Sengkang  Anchor Bolt

2400 280 4000 2400 20

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

fy f`c fy fy ft

= = = = =

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

Berat Jenis Beton

:

gbeton

= 2400

kg/m3

Berat Jenis Tanah

:

gtanah

= 1830

kg/m3

Berat Jenis Pasir (Sirtu)

:

gpasir 

= 1800

kg/m3

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TITLE - EP UBEP – Sangasanga & Tarakan

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

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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 - EP

CIVIL STRUCTURE CALCULATION SHEET OF 2000 BBLs TANK CAPACITY

UBEP – Sangasanga & Tarakan

DOCUMENT NUMBER F007-12-CAL-CS-001

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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

: MW

kg

- Base Shear due to Seismic Load

:V

- Reaction due to Seismic Load

: RS

13,715.07   kg.m 928.40 kg 11.75   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

Sx D

b= d+t = d+t =

0.75 8.30 8.30

m m m

Sx = Cx1 =

9.14 7.64

m m

Cx1

Areas & Moment of Inertia -

Area of Ring Foundation Area of Soil

2

2

 AS = π Cx1  / 4

Area Enclosed by Tank W

2

 AF = π ( Sx -Cx1 ) / 4 2

 AT = π D / 4 = Section modulus of ring foundation = 1/32 * p * (Sx3 - Cx1 3)

=

=

 

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 ( P 2 )

82.93%

P2 = 100% - P 1

TITLE - EP

CIVIL STRUCTURE CALCULATION SHEET OF 2000 BBLs TANK CAPACITY

UBEP – Sangasanga & Tarakan

DOCUMENT NUMBER F007-12-CAL-CS-001

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

Beban

Remarks

DL

Equip Erecting

20,105.63

WO

52,251.82

LL

3,217.20

W O + LL

55,469.02

Wind Load Seismic Load

1,876.72 309.88

OL WL EL

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

: PR = NR / AF + M/W

< Pallow : Allowable Soil Pressure

: PS = NS / AS

< Pallow : Allowable Soil Pressure

dan Maximum Soil Pressure Below Soil Cek Soil Pressure s (kg/cm2) PR

PS

 Allowable

Hasil (PS dan PR < Allow)

0.142

0.000

2.40

PASS

0.000

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

1.2 DL + 1.6 WL + 0.5 OL

0.269

1.2 DL + 1.0 EL + 0.5 OL

TITLE - EP

CIVIL STRUCTURE CALCULATION SHEET OF 2000 BBLs TANK CAPACITY

UBEP – Sangasanga & Tarakan

DOCUMENT NUMBER F007-12-CAL-CS-001

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

FORMAT  A4

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SHEET 1 of 10

> Foallow : Minimum Safety Factor for Ov erturning

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 Safety Factor

: Hr = 0.5 N (kN) : 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 - EP

CIVIL STRUCTURE CALCULATION SHEET OF 2000 BBLs TANK CAPACITY

UBEP – Sangasanga & Tarakan

DOCUMENT NUMBER F007-12-CAL-CS-001

4.6 Perhitungan Ring Wall

FORMAT  A4

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SHEET 1 of 10

C. L

P

F df 

Di

T Ka

KaP

g

T

df 

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 = tan2 (45-f/2) = 0.674713173 Data Ring Wall: Lebar Ring Wall: b = 0.75 m Inner Diameter: Di = Cx1 = Tinggi Ring Wall: df = 8.30 m

 f Ka

7.64 m

Pembebanan -

-

Hoop Stress

Hoop Tension

: F1

= qu*Ka*df 2 ½*gsoil*Ka*df 

30,503.70 kg/m

=

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

F2

=

F

= F1 + F2

=

T

= ½*F*Di

=

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 =

=

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

279,135.20 kg

=

6,978.38 mm2

=

15,562.50 mm2

15562.50

mm2

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

12 113 101

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

mm2 mm2 mm

TITLE PERHITUNGAN PONDASI TANGKI AIR KAP 10.000 BBL UBEP – Sangasanga & Tarakan

ATTACHMENT 1 DOCUMENT NUMBER

FORMAT

REV

SHEET

A4

 A

10 of 10

F007-12-CAL-CS-001

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 - Course 1, P at 1524 x 6096 x 6mm T , - Course 2, Plat 1524 x 6096 x 6mm Thk, - Course 3, Plat 1524 x 6096 x 6mm Thk, - Course 4, P at 1524 x 6096 x 6mm T , - Course 5, Plat 1524 x 6096 x 6mm Thk, - Course 6, P at 1380 x 6096 x 8mm T , 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 P at 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: Tota Berat P at 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

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

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

2.4 Tiang Mast dan Rangka Atap - Pipe 8 , L=8.770m, Sc . 40, 1pcs - Pipe 6", L=8.034m, Sch. 40, 12pcs - Ra ter1, L=7.709m, UNP 180x75x7mm, 12pcs - Rafter2, L=5.140m, UNP 180x75x7mm, 12pcs - Rafter3, L=2.569m, UNP 180x75x7mm, 12pcs - Gir er1, L=3.009m, UNP 180x75x7mm, 12pcs - Girder2, L=0.849m, UNP 180x75x7mm, 24pcs - Base P at Center Co um 850 x 850 x 8mm T , 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: - Brac et P at Mi e Co umn 8mm T , A-36: - Bracket & Plat Shell Middle Column 8mm Thk, A-36: - Rafter Girder Support Plate & Bracket 8mm, A-36: Tota Berat Tiang Mast an Rang a Atap

Page 10 of 12

gm kg/m g m kg/m kg/m g m kg/m g m kg/m kg/m kg/m kg/m kg/m gm kg/m kg/m

TITLE PERHITUNGAN PONDASI TANGKI AIR KAP 10.000 BBL UBEP – Sangasanga & Tarakan

ATTACHMENT 1 DOCUMENT NUMBER

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 , Sc . St , CS - Checquered Plate, 700 x 400 x 4.5mm, ASTM A36: - Roun Bar 19 x 1370mm Lengt , 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 Lengt , ASTM A36 - CNP. 200 x 80 x 7.5mm, 762mm Length, ASTM A36 - C ec er P ate, 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 , Sc . St , 6000mm Lengt , CS - FB 75 x 6mm, 6000mm Length, ASTM A36 Tota Berat Tangga & Han rai

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

Total WEIGHT - To erancy Dead Load (DL) Inner Diameter Tank Keliling Tank

Dead Load, DL 3

4

= =

8.39 m 26.37 m

=

1,303.12 kg/m

-

Luas Area Tank

= =

1/4*π*ID

= = =

31,239.88 3,123.99 34,363.87

= =

3

kg/m

860

272,620.00 kg

m 2

Uniform Load, Operating Condition, WO

=

Berat Fluida / Luas di bawah Tank

Uniform Load, Hydrostatic Condition, Wh

=

2

kg/m

4,926.40

12,354.86

Page 11 of 12

=

683,700.00 kg 2

kg/m

SHEET 10 of 10

g 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

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 gm kg kg gm kg g kg kg g kg g kg kg g kg

55.34 m

UNIFORM LOAD, HYDROSTATIC CONDITION 3 - Nominal Capacity : 795 m (Data Sheet) 3 3 Berat Fluida (Produced Water) = 1010 kg/m  * 1600 m -

ea ea ea

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

2

=

5

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

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

122

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

Unit Weig t 11.27 kg/m 3.7 g 16.06 kg/m 5.9 kg 28.23 gm 8.6 kg 42.49 kg/m 13.7 g 60.24 kg/m 19.5 g 2.5 kg/m 5.43 kg/m 254.48 gm

m pcs m pcs m pcs m pcs m pcs m m m

10%

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

 A Tota Weig t

A4

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

-

REV

FORMAT

F007-12-CAL-CS-001

Kg Kg Kg

TITLE PERHITUNGAN PONDASI TANGKI AIR KAP 10.000 BBL ATTACHMENT 1

UBEP – Sangasanga & Tarakan

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F007-12-CAL-CS-001

6

WIND LOAD (WL) - Win Spee - OD Shell Plate - Tinggi Tanki, H - Vertical Plane

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

(Data Sheet)

-

2 50.40 m = Dari UBC 1997 Ce Cg qs Iw Design Wind Pressure, P = = combined height, exposure and gust factor coefficient as given in Table 16-G (UBC 1997) Ce = 1.23 (Exposure C) = pressure coefficient for the structure or portion of structure under construction as given in Table 16-H (UBC 1997) Cg = 0.8 (winward wall) = wind stagnation pressure at standard height of 10000 mm as forth in Table 16-F (UBC 1997) qs 2 = 0.79 kN/m (16.4 psf) = importance factor as set forth in Table 16-K (UBC 1997) Iw = 1. 15 ( Es se nt ia l f ac ilit ie s) 2 P = 0.89 kN/m (g = 9.8 m/s ) Wind Load, WL = P x Av = = 4,571.69 kg 44.80 kN

-

Momen di dasar tangki akibat WL

-

Reaction due to W L, Rw

-

MW Rw

7

= = =  Av

WL x H/2

=

=

13,715.07

kg.m

WL/(0.87*D) x H/2

= = =

1,876.72 kg 71.17 kg/m

(pembebanan di ringwall / keliling tanki)

SEISMIC LOAD (EL or V) - Seismic Factor  : SUG II (Data Sheet) 0.15 (Table E-2 API-650 untuk Seismic Factor 2A) - Seismic Zone Factor, Z = (UBC 1997 Sectio n 1630.2.1) - Maximum Seismic Load (design base shear): V 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)

-

Desig n Seis mic Load (design base shear): V V = Cv*I*W/(R*T)

(UBC 1997 Section 1630.2.1)

=

Ct(hn)

Ct hn T

= = =

0.0731 7.2 0.321

Cv

=

0.25

V

-

3/4

T

(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)

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