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

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

CIVIL STRUCTURE CALCULATION SHEET OF

2000 BBLs TANK CAPACITY

PT. PERTAMINA EP

UBEP LIRIK

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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

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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 : g_tanah = kg/m3

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

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 ( Sx 2

-Cx12 ) / 4 = 19.78 m² = cm²

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

- Area Enclosed by Tank AT = π D 2

/ 4 = 55.34 m² = cm²

W = Section modulus of ring foundation

= 1/32 * p * (Sx3 - Cx13) = m³ = 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

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 PASS 56,438.59 - 999.00 1.50 23,042,887.24 11,822,109.60 Foallow Mr (kg.cm)

Kombinasi Beban Hasil

(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 Fsallow Hasil (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*df 2

= 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

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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 - Rafter2, L=5.140m, UNP 180x75x7mm, 12pcs 61.68 m kg/m - Rafter3, L=2.569m, UNP 180x75x7mm, 12pcs 30.828 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 0.226m2_{x8mm 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)

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

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- 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

m2

= m2

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

= kg/m2

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- Nominal Capacity : 795 m3 _{(Data Sheet)}

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

* 1600 m3

= kg

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

2 272,620.00 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

Qty Unit Weight Total Weight (kg)

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 Page 11 of 12

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- 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/s

2

) - 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)

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- 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 8.40 6.00 50.40 0.79 0.89 0.18 1.25 Page 12 of 12