GCMT-13-CIV-CN-0016 Civil Calculation Sheet for KO Drum IFA REV B

7/24/2019 GCMT-13-CIV-CN-0016 Civil Calculation Sheet for KO Drum IFA REV B

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PT. PERTAMINA EPASSET 2

PEMBELIAN & PEMASANGAN FASILITAS KOMPRESORUNTUK GAS MUSI TIMUR

FIELD PENDOPO

APVD

PT. INDOTURBINE PT. PERTAMINA EPREV DESCRIPTION DATE

BY CHKD APVD CHKD

ISSUED FOR REVIEW 03/10/2014 AYP TR ZN

B ISSUED FOR APPROVAL 28/11/2014 NGM AYP ZN

A

Document No. Rev. Contract No : EP37-M12LL0122D

GCMT-13-CIV-CN-016 B Job. No : 31-12008PO002

Civil Calculation Sheet for KO Drum Foundation


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A B 0 A B 0

X

X

X

X

1 35

APPROVAL SHEET

PAGEREVISIONS

REMARKS PAGEREVISIONS

REMARKS

2 36

3 37

57

58

30

34 68

18

16

17

38

40

4

43

7

8

9

15

39

6

5

14

50

25

26

27

63

64

33 67

53

54

10 44

49

4511

12

13

46

47

48

55

66

59

60

61

62

24

31 65

41

42

51

52

19

20

56

21

22

23

32

28

29


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ISSUED FOR REVIEWA

REVISION SHEET

Rev.

No.Date Description


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COMMENT SHEET

Comments :

B 23/10/2014 Attach pile properties (Revised)

Pile group efficiency (Revised)

REV NO. DATE DESCRIPTION


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Page

1.0 INTRODUCTION .............................................. 6

2.0 DEFINITION OF TERMS ....................................... 6

2.1 Applicable Documents ..................................... 6

2.2 International Code ................................................ 6

2.3 Reference ..................................................................... 6

3.0 GENERAL REQUIREMENTS ............... 7

3.1 Material ............................................. 7

3.2 Unit Weight ................................................... 7

4.0 LOADING ANALYSIS ....................................... 7

4.1 Load ......................................... 8

4.2 Temporary Load ......................................... 8

4.3 Load from Pile Cap (Each Support) ......................................... 8

5.0 SOIL DATA PROPERTIES ..................................... 9

6.0 PILING DESIGN ......................................... 9

6.1 Mini Pile Properties .................................. 9

6.2 Resume Allowable Capacity .......................... 9

6.3 Pile Group Plan ......................................... 9

7.0 PILE CAP REINFORCEMENT .............................. 11

8.0 SKETCH ......................................... 13

Table Of Contents


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1.0 INTRODUCTION

2.0 DEFINITION OF TERMS

2.1 Applicable Documents

GCMT-13-MS-DS-002 : Mechanical Data Sheet LP Separator

GCMT-13-CIV-SPC-002 : Civil Specification for Concrete Design and Materials

GCMT-13-CIV-SPC-004 : Civil Specification for Foundation

GCMT-13-CIV-SPC-012 : Civil Specification for Piles

2.2 International Code

a. ASCE 7-02 : Minimum Design Loads for Buildings and Other Structures

b. UBC 97 : Uniform Building Code 1997

c. ACI 381-05 : American Concrete Institute

2.3 Reference

a. Soil Report

b. Principles of Foundation Engineering by Braja M Das, 1990

c. Analisis dan Perancangan Fondasi II by Hary Christady Hardiyatmo, 2010

d. Renforced Concrete : A Fundamental Approach by Edward G. Nawy, 2008

The purpose of this calculation is to design of KO Drum Foundation for Gas Compressors Facilities Musi Timur Field Pendopo

Project which is owned and operated by PT. Pertamina EP.

The following words if found elsewhere in this document shall have the meaning

as follow :

PERTAMINA EP PT. Pertamina EP Asset 2 as the owners and users of the facility.

SUB-CONTRACTOR

Companies or entities specified and as representative CONTRACTOR to carry out

some or all of the work Pembelian & Pemasangan Fasilitas Kompresor Untuk Gas

Musi Timur Field Pendopo.

VENDOR / SUPPLIER

Companies or entities that provide materials, equipment, documents / drawings and

technical service to carry out the work specified by the CONTRACTOR or Pertamina

EP.

CONTRACTOR

PT. Indoturbine, company or entity designated by Pertamina EP to carry out all the

work Pembelian & Pemasangan Fasilitas Kompresor Untuk Gas Musi Timur Field

Pendopo.

CONSULTANTParties who have been appointed by Pertamina EP as an engineering consultant for

this project.

MIGASRepresentatives from the Indonesian government that is responsible in issuing

licenses and permits oil and gas facilities.

PROJECT Pembelian & Pemasangan Fasilitas Kompresor Untuk Gas Musi Timur Field

Pendopo


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3.0 GENERAL REQUIREMENTS

3.1 Material

a) Bolt Connector :

b) Concrete :

Concrete, 28 days cylinder compressive strength : 250 kg/cm2

Cement for upper ground portion : ASTM C150 Type I

Cement for under ground portion : ASTM C150 Type II

c) Rebar Reinforcement :

Deformed high yield steel bar : ASTM A615 Gr. 60 or equal

Plain round steel bar : ASTM A615 Gr. 40 or equal

d) Piles

3.2 Unit Weight

Unit weight of major construction materials shall be as follows :

Steel : 7850 kg/m3 (KS Brochure)

Mortar : 2000 kg/m3

Reinforcement Concrete : 2400 kg/m3 (SNI-03-2847-2002 Tata Cara Perencanaan

Struktur Beton untuk Bangunan Gedung)

Plain Concrete : 2200 kg/m3 (SNI-03-2847-2002 Tata Cara Perencanaan

Struktur Beton untuk Bangunan Gedung)

Soil : 1700 kg/m3 (Soil Test Investigation, BH1)

4.0 LOADING ANALYSIS

Diameter Spec d = mm

Bolts shall comply with ASTM A307 Grade A, JIS B1180 Class 4.6 with tensile minimum is 413 MPa.

2500

Unit weight other than above mentioned shall be as per "Pedoman Perencanan Pembebanan Untuk Rumah dan Gedung

1987".

Concrete piles shall comply with ACI 543-00 Design, Manufacture and Installation for Concrete Piles. Pre-stressed

concrete material with minimum 28 days compressive strength fc' : 500 kg/cm2

B

ID : 2500 mm

7210mm

10300 mm T/T

2500 mm 2500 mm


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4.1 Load

Axial Load , Pp = kN

Horizontal Load , Hp = kN

Moment Load , Mp = kN-m

4.2 Temporary Load

Axial Load , Pt = kN

Horizontal Load , Ht = kN

Moment Load , Mt = kN-m

4.3 Load from Pile Cap (Each Support)

Bottom Pile Cap Top Pile Cap

Height , Hpc = mm Height , Hpd = mm

Length , Lpc = mm Length , Lpd = mm

Breadth , Bpc = mm Breadth , Bpd = mm

Weight = kN Weight = kN

mm KO Drum saddle

mm

mm

mm

Foundation

mm

KO Drum saddle Pedestal

1500

Wpc 144 37,8

Temporary load applied to structure comes from load during hydrotest and load caused by the effect of earthquake at area.

(each support)

175,59

Permanent load applied to structure comes from load during operation. (each support)

1500

327,26

1,35

2500

300

3500

1,22

600

4000

300

43,23

48,04

2500 mm

Wpd

600

4000

Load applied to this structure based on analysis by mechanical engineer on document number : GCMT-13-MS-DS-

011:KO Drum

3500

Pedestal

Foundation

2375 mm

450 mm


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5.0 SOIL DATA PROPERTIES

Based on Geotechnical analysis report (GCMT-13-GE-GEO-001)

Unit weight of soil, g = 17 kN/m3

Soil cohessivity, cu = 32 kN/m2

Internal angle friction, j = 0 0

6.0 PILING DESIGN

6.1 Mini Pile Properties

Mini Pile Properties : Mini Pile = x

The pile will be at level to meter, and embedded into the pile cap 0,6 m depth,

so the length is meter. Level of pile decided by considered the data from SPT

6.2 Resume Allowable Capacity

Based on Geotechnical analysis report (GCMT-13-GE-GEO-001)

Temporary Condition

Compressive Capacity

Tension Capacity

Lateral Force Capacity

Displacement

6.3 Pile Group Plan

Number of piles needed due to permanent condition

Number of piles needed due to temporary condition

Then, use 4 units (each support) of pile, with the plan below :

(Each Support)

(Each Support)

0,709

507

250

-0,60 -18,0

17,40

250

n =

Symbol Unit Permanent Condition

Pa kN

d cm

Parameter

338

Ha kN

units

Ta kN 190

507,0001,004053925

Pa

Pp + Wpc+ Wpd

Pt + Wpc+ Wpd=

327,25534 + 144 + 37,8=

285

116

1,057356006=175,58633 + 144 + 37,8

338,000=

78

units

n =Pa

B


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Check Pile Group Efficiency

Efficiency (Converse-Labare)

D = m

m = 2

n = 2

s = 1,5 m

= arctan (D/s)

= 9,46

Eg =

Pile Group Capacity

Compression Strength = Number of piles x capacity per piles x efficiency group

= 1815 kN > kN

Control pile safety due to moment and horizontal load

Permanent Load

Pp

n

Pp

n

89,3465825

Pmaks = +Mp. X

750

1500 500

< Pall ==357,39

4

+

Mp. X

500

338,000 Ok

Pmin

0,25

89,49%

357,39

-

x2

2500

ok

=

4000

=

2500

750

43,233534x0

12,5

x2

Mini

pile

Mini

pile

nm

nmmnEg

.90

)1()1(1

B

Mini

pile

Mini

pile


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Ok

Horizontal Load

Hp

n

Horizontal Load

Hp

n

7.0 PILE CAP REINFORCEMENT

a = mm

a1 = mm

b = mm

kN/m

kN/m

= kN/m

To find the maximum moment on the pile cap, used SAP 2000.

Moment of pile cap

qdl

93,50152571

3,50

= < 1.5 qa

37,80

3,5

qpcWeight of Bottom Pile Cap

Pedestal Width

< qa

12,009

250

500

2500

=

48,037

=

357,39

- = 89,3465825

Load from KO Drum

Pedestal Width

-190,021

=327,26

=

=

4 = kN

=

1,3517

116,5

Pall tens=

=

Pedestal Width

0,3379

H

17 ton.m long pile

=

f =

(SQs + 0.9 x W)/SF

The pile is designed as free edge piles, and the embedded part is about 0.4 m. Broms assumed that free-

end pile failure mechanism for long pile and short pile shown in Broms Graphic.

= = 69,6

= = 0,4

= 60


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B

CIVIL CALCULATION SHEET FOR GENSET SHELTER

Document No

GCMT-13-CIV-CN-016

Contract No : EP37-M12LL0122D

Job. No : 31-12008PO002

- Long pile

My = Mmax = 406,41 kNmMy 406,41

cud3

2,84 x 0,25^

e 0,1

d 0,25

From figure:

Hu

cud2

Then:

Hu = 60 x 82,84 x 0,25^2

= 310,63 kN

Using safety factor = 4 , then the allowable lateral force to the pile is:

Hu 310,63

SF 4

-Displacement control

Pile deflection calculation using Broms (1964) method

where:

kh =

= (80 to 320) x cu/d

= 250 x cu/d

= 82835,16 kN/m2

Ep = Elastic modulus of pile (concrete)

= 4700 fc'

= 27805575 kN/m2

Ip = Inertia moment of pile

= (1/12) x l x h^3

= 0,0003255 m4

Then:

b = 0,870

b x L = 15,13 > 2,5

= 0,007090 m

= 0,708962 cm < 1 cm OK

kN

Coefficient of horizontal subgrade reaction, from Skempton (1951) we will find

Based on Broms (1964), for bL > 2.5 and pile designed as free-end in cohessive soil, the pile deflection is:

y0 =2 x Ha x b (e x b+1)

kh x d

= 60

Ha = = = 77,66

= = 314

= = 0,4


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Document No

GCMT-13-CIV-CN-016


Job. No : 31-12008PO002

Then Ha is determined By Deflection Control, Yo Max = 1 cm

146,817

1,891

= 77,658 kN

5. Pile Capacity based on Structure

6. Resume Allowable Capacity

Based on strcutural and soil analysis, the most conservative values were taken. The most conservative means

the smallest capacities between soil and pile structure.

Ha = yo x kh x d2 x b (e x b +1)

=


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Document No

GCMT-13-CIV-CN-016


Job. No : 31-12008PO002

Symbol Unit

Compresive capacity Pa kNTension capacity Ta kN

Lateral force capacity Ha kN

Displacement d cm

7. Soil Data

DCPT (Point S-10)

77,658 116,49

0,708962

Parameter Permanent Condition Temporary Condition

408,30 612,44190,021 285,03


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B


Document No

GCMT-13-CIV-CN-016


Job. No : 31-12008PO002

GCMT-13-CIV-CN-0016 Civil Calculation Sheet for KO Drum IFA REV B

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