spg cal 50 008 a4 calculation genset foundation

PROYEK EPCI PENGEMBANGAN DPPU SEPINGGAN

CALCULATION FOUNDATION FOR FILTER SEPARATOR

Doc. No : SPG-CAL-50.014

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Rev. No : 1 of 10

OWNER : PT. PERTAMINA (PERSERO)

CONTRACTOR : PT. BANGUN BEJANA BAJA

LOCATION : BALIKPAPAN – KALIMANTAN TIMUR

PROJECT NAME : EPCI PROJECT UPGRADING DPPU SEPINGGAN

REV. NO

DATE DESCRIPTION PREP’D CHK’D APP’D

1 10 Nov 2015 Issued For Approval OMP ARI SWD




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Revision Control Sheet

REV. NO DATE DESCRIPTION




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Table of ContentsRevision Control Sheet.............................................................................................................................. 2Table of Contents...................................................................................................................................... 3List of Tables............................................................................................................................................. 31. General.................................................................................................................................................. 41.1. Background........................................................................................................................................ 41.2. Scope................................................................................................................................................. 41.3. Codes and Standards......................................................................................................................... 41.4. Material Specification......................................................................................................................... 41.4.1. Concrete.......................................................................................................................................... 41.4.2. Reinforcing Steel Bar...................................................................................................................... 51.4.3. Soil Bearing Capacity and Pile Grup Capacity................................................................................52. Equipment Data..................................................................................................................................... 72.1. Equipment Sizing............................................................................................................................... 72.2. Computing External Load................................................................................................................... 72.2.1. Dead Load....................................................................................................................................... 72.3. Structure Model.................................................................................................................................. 82.4. Node Numbers................................................................................................................................... 82.5. 3D Section.......................................................................................................................................... 93. Loading Combination............................................................................................................................. 93.1. Unfactored Load Combınation...........................................................................................................93.2. Factored Load Combınation.............................................................................................................104. Computation of External Load.............................................................................................................105. Pond Design........................................................................................................................................ 10

List of TablesTable 1.4.1. Material Class Strength.........................................................................................................2Table 1.4.2.SNI 07-2052-2002 bar designation number, section area, weight..........................................2

APPENDIX 1 External Loading CalculationAPPENDIX 2 Pond DesignAPPENDIX 3 Valve Chamber Drawing




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1.General

1.1. BackgroundPT Pertamina plans to carryout the EPC of DPPU Sepinggan Air port expansion project located in Balikpapan, East of Kalimantan.

1.2. ScopeThis calculation shall include, but are not limited to design strength and stability, soil and foundation analysis and material take off.

1.3. Codes and StandardsThe following codes will be used for design :

1. Project ReferenceS-20-133-001

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SPG-LST-10-001

General Specification for Civil Works.“Soil Investigation Report”, DPPU Sepinggan Balikpapan by PT. Geosinindo Utama.Equipment List

2. American Codes and Standards ACI (American Concrete Institute)

ACI-318-2002ACI 315

Building Code Requirements for Reinforced ConcreteDetails and Detailing Concrete Reinforcement

American Society for Testing and Materials (ASTM)ASTM A36/A ASTM A 185-01

ASTM A 307-02

ASTM A 325-02

ASTM C 33ASTM F 436-11

Carbon Structure Steel.Steel Welded Wire Reinforcement, Plain, for Concrete.Carbon Steel Bolt and Stud, 60.000 Psi Tensile Strength.Structural Bolt, Steel, Heat Treated, 120/105 Ksi Minimum Tensile Strength.Concrete Aggregates.Hardened Steel Washer.

ASCE/SEI 7-10“American Society of Civil Engineers”Minimum Design Loads for Building and Other Structures.

API STD 650“Welded Tanks for Storage”.

3. Japanese Codes and Standards JIS “Japanese Industrial Standards

JIS A 5335-1987 : Prestressed Concrete Spun Piles

1.4. Material Specification1.4.1. ConcreteStructural Concrete fc’ = 29.4 MPa = 300 Kg/cm2

Lean Concrete fc’ = 13.7 MPa = 140 Kg/cm2Poisson ratio = 0.20Berat jenis beton c = 2.4 Ton/m3 = 0.0024 Kg/cm3

Modulus Elastisitas Ec = 4700√fc’ = 4700 √(29.4) = 25485 MPa = 2.6 x 106 Kg/cm2




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1.4.2. Reinforcing Steel Bar1. For structural type shall use deformed bar. Deformed bar shall conform to SNI 07-2052-2002 BJTD

40 or Equivalent.2. For non-structural type such as wall post, reinforcement for concrete block wall, etc shall use plain

bar. Plain bar shall conform to ASTM A615 Grade 40 or SNI 07-2052-2002 BJTP 24 or JIS G3112 SR 24 as table below.

3. Modulus Elastisitas (Es) = 2.1 x 106 Kg/cm2

Table 1.4.1. Material Class Strength

Material ClassYield strength Tensile strength

Mpa kg/cm2 Mpa kg/cm2

SNI 07-2052-2002 BJTD 40 390 4000 560 5700SNI 07-2052-2002 BJTP 24 235 2400 380 3900

Table 1.4.2.SNI 07-2052-2002 bar designation number, section area, weight

No.Plain Deformed

Diameter mm

Area cm2 Weight kg/m Diameter

mmArea cm2

Weight kg/m

1 6 0.2827 0.222 6 0.2827 0.222

2 8 0.5027 0.395 8 0.5027 0.395

3 10 0.7854 0.617 10 0.7854 0.617

4 12 1.131 0.888 13 1.327 1.040

5 14 1.539 1.120 16 2.011 1.580

6 16 2.011 1.580 19 2.835 2.230

7 19 2.835 2.230 22 3.801 2.980

8 22 3.801 2.980 25 4.909 3.850

9 25 4.909 3.850 29 6.625 5.180

10 28 6.158 4.830 32 8.042 6.310

11 32 8.042 6.310 36 10.180 7.990

1.4.3. Soil Bearing Capacity and Pile Grup Capacity1.4.3.1. Allowable Axial Pile CapacityBased on soil investigation reportPiles will be used for foundation, pile Ø400 mm, Length 32 m, Class B.Piles depth = 32 mCapacity of Ø400mm spun piles = 1891 kN (See soil investigation report Pg.35)Pile group efficiency factor = 0.85 (Assumed)Design capacity of Ø 400mm piles (PcapSI) = 1607 kN

= 164 Ton




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Based on Piles CataloguePiles will be used for foundation, pile Ø400 mm, Length 12 m, Class B.Piles depth = 12 mCapacity of Ø400mm spun piles = 114 Ton (See piles catalogue)Pile group efficiency factor = 0.85 (Assumed)Design capacity of Ø 400mm piles (PcapPC) = 97.2 Ton

For Allowable piles capacity design, use the smallest value allowable pile capacity based on vendor piles catalogue PcapSI > PcapPC, use PcapPC

Design capacity of Ø 400mm piles Pcap = 97.2 TonPiles Depth = 12 m

1.4.3.2. Horizontal/Lateral Stress Pile CapacityCheck combined axial & bending stress in piles assuming 400D x 75WT spun piles:Area of concrete Apile = 76600 mm2 (Refer ICP Spun Pile catalogue)Section modulus Z = 5321748 mm3

Effective prestress fps = 5.5 MPa (Refer ICP Spun Pile catalogue)Concrete compression f'c = 58 MPa (Refer ICP Spun Pile catalogue)strength of piles

Permissible comp. stress fca = 0.25 (f'c - fps) = 13.1 MPa ≈13 MPa

1.4.3.3. Soil Bearing Pressure CapacityBased on soil investigation report Pg.57, Qall = 17 Ton/m2.




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2. Equipment Data

2.1. Equipment Sizing

2.2. Computing External Load2.2.1. Equipment LoadEmpty weight : 1080 Kg = 1.080 Ton (Refer to SPG-DWG-20-501-A3)Operation weight : 1080 Kg = 1.080 TonTest weight (at fab.) : -

2.2.1.1. Foundation selfweightFoundation weight will be generated automatically with AFES program




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2.2.1.2. Wind LoadsWind loads will be calculated based on ASCE 7-10.Design wind load formulation : F = qz x G x CF x Af (ASCE 7 Eq. 6-28)The four variables in this equation are the velocity pressure, qz, Gusst effect factor, G, the aerodynamic force coefficient, CF, Ae

Empty Weight : 1080 Kg = 1.080 Ton Operating Weight : 1080 Kg = 1.080 Ton Test Weight : - (Test at Shop/Fab.)

2.2.1.3. Wind Load

2.3. Structure Model




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2.4. Node Numbers

2.5. 3D Section

Description Dimension Material NoteGeometry b h t




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(m) (m) (m)Wall Square 5.1 5 0.2 Concrete Wall (Dir-X,Y)Slab Square 6 6 0.3 Concrete Wall (Dir-Z)

3. Loading Combination3.1. Unfactored Load CombınationLoad listed herein shall be considered to act in the following combinations ; whichever produces the most unfavorable effect in the building, foundation, or structural member being considered. Effects of one or more loads not acting shall be considered.

Condition No Description1. Erection : 100 D + E (E) + L

2. Operating :

101 D + (LP + SP)102 D + E(O) + (LP + PAE) + 0.7(WV(X) + 0,3(WV(Z,-Z)))103 D + E(O) + (LP + PAE ) + 0.7(WV(-X) + 0,3(WV(Z,-Z)))104 D + E(O) + (LP + PAE) + 0.7(WV(Z) + 0,3(WV(X,-X)))105 D + E(O) + (LP + PAE) + 0.7(WV(-Z) + 0,3(WV(X,-X)))

3. Operation : 106 D + E (E) + L + SP107 D + L + E (E)+ PAE

3.2. Factored Load CombınationStructures, components, and foundations shall be designed so that their design strength equals or exceed the effect of the factored loads in the following combinations :

Condition No Descriptio

n

1. Construction :300 1.4 (D + E(E)) 301 1.2 (D + E(E)) + 1.6 L

2. Maintenance :

302 1.2 (D + E(E)) + 1.6 (L + SP)303 1.2 (D + E(E)) + 1.6 (L + PAE)

3. Operating :

304 1.2 (D + E(O)) + 1.6 (LP + SP)305 1.2 (D + E(O)) + 1.6 (LP + PAE) + 1,0WV(X) + 0,3(WV(Z,-Z))306 1.2 (D + E(O)) + 1.6 (LP + PAE) + 1,0WV(-X) + 0,3(WV(Z,-Z))307 1.2 (D + E(O)) + 1.6 (LP + PAE) + 1,0WV(Z) + 0,3(WV(X,-X))308 1.2 (D + E(O)) + 1.6 (LP + PAE) + 1,0WV(-Z) + 0,3(WV(X,-X))

Where :1. D : Dead Load2. L : Live Load3. SP : Soil Pressure Load4. LP : Liquid Pressure Load5. PAE : Soil Active Pressure Due to Seismic X-dir6. WV(X) : Hydrodynamic Pressure Due to Seismic X-dir7. WV(X) : Hydrodynamic Pressure Due to Seismic -X-dir8. WV(Z) : Hydrodynamic Pressure Due to Seismic Z-dir9. WV(-Z) : Hydrodynamic Pressure Due to Seismic -Z-dir




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10. E(E) : Equipment Empty11. E(O) : Equipment Operating

4. Computation of External LoadSee attachments 1 for detail calculation

5. Pond DesignSee attachments 2 for detail calculation

spg cal 50 008 a4 calculation genset foundation

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