Calculation for Service Platform & Pump Shelter Structure

JOINT OPERATING BODY PERTAMINA - TALISMAN JAMBI MERANG

DOCUMENT NO: PGFW-CL-C-003

PT. TEGMA ENGINEERING

PROJECT NO: 4500002122 8 Pages

UPGRADE FIRE WATER SYSTEM (PULAU GADING)

CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

PERTAMINA – TALISMAN Jambi Merang DOCUMENT REVIEW STATUS Review Code : A. B. C. D.

Accepted Accepted as Noted – Resubmit Required Not Accepted Information Only

THIS REVIEW OF THIS DOCUMENT DOES NOT RELIEVE THE CONTRACTOR OR VENDOR FROM ITS OBLIGATION TO COMPLETE ALL THE WORKS, INCLUDING THE RESPONSIBILITY FOR ENGINEERING AND DETAIL DESIGN. JOB PERTAMINA TALISMAN JAMBI MERANG

A

23/03/2016

Issued For Review

Rev.

Date

Description

DATE

BY

TDR

ADT

LPP

BY

CHK'D CONTRACTOR

APP'D

APP'D CLIENT

UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

Rev : A

CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

Date:

23/03/2016 Page 1 of 8

REVISION TABLE REVISION

PAGE A

B

C

0

1

REVISION

PAGE 2

3

A

B

C

0

1

REVISION

ATTACHMENT 2

3

A

1

X

ATTACHMENT A

X

2

X

ATTACHMENT B

X

3

X

ATTACHMENT C

X

4

X

ATTACHMENT D

X

5

X

6

X

7

X

8

X

B

C

0

1

2

3

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

Rev : A

CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

Date:

23/03/2016 Page 2 of 8

RECORD OF REVISION Rev No A

Section All

Page All

Company Comment

Implemented (Y/N)

Explanation

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UPGRADE FIRE WATER SYSTEM (PULAU GADING)

Doc.No: PGFW-CL-C-003

Rev : A

23/03/2016 CALCULATION FOR SERVICE PLATFORM AND PUMP Date: SHELTER STRUCTURE Page 3 of 8 TABLE OF CONTENTS

1.0 INTRODUCTION ……………………………………………………………………………………………………………………. 4 1.1 Project Overview………………………………………………………………………………………………….4 1.2 Scope…………………………………………………………………………………………………….… 4 1.3 Definitions………………………………………………………………………………………………….. 4 2.0 CODES, STANDARD & REFERENCE …………………………………………………………………………………………… 4 3.0 UNITS ……………………………………………………………………………………………………….. 4 4.0 MATERIALS …………………………………………………………………………………………………… 5 4.1 Quality of Material………………………………………………………………………………………………..5 4.2 Unit Weight of Material…………………………………………………………………………………………….. 5 5.0 ABREVIATION ……………………………………………………………………………………………………….. 5 6.0 DESIGN METODOLOGY ………………………………………………………………………………………. 7 6.1 Design Criteria………………………………………………………………………………………………. 7 6.2 Design Loading…………………………………………………………………………………………. 7 6.3 Load Combination………………………………………………………………………………………… 7 7.0 CALCULATION ………………………………………………………………………………………………………………. 8 7.1 Design Loading………………………………………………………………………………………….. 8 7.2 STAADPRO Structural Model & Input …………………………………………………………… 8 7.3 Stress Ratio and Deflection Check………………………………………………………………………………………… 8 7.4 Connection Design……………………………………………………………………………………………. 8 8.0 SUMMARY ……………………………………………………………………………………………………………………. 8 ATTACHMENT A. Design Loading B. STAADPRO Structural Model & Input C. Stress Ratio and Deflection Check D. Connection Design

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

Rev : A

CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

23/03/2016 Date: Page 4 of 8.

1.0

INTRODUCTION

1.1

Project Overview The Jambi Merang Block is located onshore in the South Sumatra region of Indonesia. PT PERTAMINA (PERSERO) (“PERTAMINA”) is the operator; TALISMAN LIMITED (“TALISMAN”) is the assistant operator; and PACIFIC OIL & GAS (“PACIFIC”) make up the interest holders in the Block. The parties have established the PERTAMINA TALISMAN Joint Operating Body (herein after referred to as COMPANY) to conduct petroleum operations under a Production Sharing Contract (PSC) term. Jambi Merang has been producing natural gas and condensate from Pulau Gading (PG) and Sungai Kenawang (SK). Pulau Gading (PG) Field Facility has fire water protection which is designed based on dry ring main concept. The existing fire water supply is from Lalang River and the water flows to Fire Water Pump pit via intake channel. Particularly during dry season, water is at the lowest level below fire water intake canal which cause fire water pump cannot be operated due to water unavailability. Refer to the safety concern above, JOB PTJM intends to have fire water storage modification to support PG Fire Water System

1.2

Scope This document presents the calculation of structure service platform for upgrade fire water system.

1.3

Definitions PROJECT COMPANY CONTRACTOR VENDOR MIGAS

Pulau Gading Fire Water Intake and Storage System Modification JOB PERTAMINA – TALISMAN JAMBI MERANG PT. TEGMA ENGINEERING A company providing specific materials or services required for the construction of the Facility Indonesian Government Board Responsibility issuing approvals and licenses of oil and gas facilities

2.0

Codes, Standards, and References Upgrade Fire Water System Project, PGFW-SP-C-001 "Design Specification for Civil and Structural" 1. Upgrade Fire Water System Project, PGFW-SP-C-002 "Specification for Civil Work" 2. 3. ASCE 7-05 "Minimum Design Loads for Buildings and Other Structures" 4. Day W, "Geotechnical Earthquake Engineering Handbook." 5. Wai-Fah Chen."Earthquake Engineering Handbook", 2003. 6. PGFW-DS-M-002 Data Sheet for Centrifugal Pump

3.0

Units All Units are in SI Unit, unless noted otherwise.

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

4.0 4.1

Rev : A

CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

Material Quality of Material Table 4.1 Quality Material Material Structural Concrete Leveling Concrete Reinforcing Bar : Gr. 60 ( ASTM A615 ) Deformed Bar Gr. 40 ( ASTM A615 ) Plain bar Anchor Bolt ASTM A307 Grade C

Structural Steel / Plate ASTM A-36 Weld electrode AWS D1.1. E70

4.2

f'c = f'c =

Strength (MPa) 28.00 14.00

fy = fy = fy = ft all = fv all =

413.00 275.00 240.00 137.30 68.60

fy = fu =

240.00 400.00

fv-all = fu =

144.00 480.00

Unit Weight of Material Table 1.5.1 Unit Weight of Material Material Reinforced Concrete (gc) Lean Concrete (gpc) Steel (gst) Water (gw) Soil (gs)

5.0

23/03/2016 Date: Page 5 of 8.

Unit Weight (kN/m3) 23.60 21.60 77.00 9.81 16.50

Abbreviation b b b1 bo c d d D d d rebar db

: : : : : : : : : : :

height factor (1.2 for beam, 1.35 for slab) width of tributary concrete factor length of punching shear critical area soil cohesion angle of friction between soil and wall concrete effective thickness dead load of concrete effective depth of slab diameter of flexural reinforcement bolt diameter

dc DL

: :

thickness of concrete cover dead load of equipment ( empty condition )

E DT

: :

dead load of equipment (operating condition) dead load of equipment (test condition)

EQ LL Wx Wz

: : : :

earthquake load live load wind load x direction wind load z direction

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

Rev : A

CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

23/03/2016 Date: Page 6 of 8.

6.0

DESIGN METHODOLOGY

6.1

Design Criteria 1. Unfactored loading combination is used for steel design, deflection and support reactions for foundation design. No. 1 2 3 4 6

6.2

Description Earthquake Load Wind Load Structure type Analysis Steel Design

Remarks UBC 1997 ASCE 7-05 Steel structure, moment resisting frame Static AISC-ASD

Design Loading The following loads and forces are considered in the design of pile foundation : 1. 2. 2.1

3. 4.

5. 6.

Earthquake Load (EQ) Load due to earthquake load, depending on zone, soil properties, Z, and structure type Dead Load (DL) Selfweight of structure including, but not limited to, structural steel member, footing and pedestal. Structure Selfweight The weight of beams, columns and other main structure weight are automatically calculated by STAAD Pro. by using Selfweight Y -1.1 command. Grating and Handrail (SIDL) The weight of grating and handrail at stair and landing. Equipment Load (E) The equipment load is the weight of the equipment or machinery including load of the piping attached to the equipment. Live Load (LL) Loading caused by personnel Wind Load (W) The loads and force caused by wind with direction Wx and Wy.

6.3 Load Combination 6.3.1 Unfactored Load Combination The following unfactored load combination is used to check structural capacity by allowable stress design LC 21 22 23 24 25 26

Description 1.0 D (DL + SIDL + E) 1.0 D (DL + SIDL + E) 1.0 D (DL + SIDL + E) 1.0 D (DL + SIDL + E) 1.0 D (DL + SIDL + E) 1.0 D (DL + SIDL + E)

+ 1.0 LL + 1.0 LL + Wx + 1.0 LL + Wz + 1.0 LL + 1.0 EQx + 1.0 LL + 1.0 Eqz

Increase in Allowable Stress Remarks Permanent 0% Permanent 0% Temporary 33% Temporary 33% Temporary 33% Temporary 33%

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

Rev : A

CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

7.0

CALCULATION

7.1

Design Loading Please refer to attachment A.

7.2

STAADPRO Structural Model & Input Please refer to Attachment B.

7.3

Stress Ratio and Deflection Check Please refer to Attachment C.

7.4

Connection Design Please refer to Attachment D.

8.0

SUMMARY a. Steel member: Beam 1

H-Beam (150x150x7)

Beam/Rafter

23/03/2016 Date: Page 7 of 8.

UNP (100x50x5)

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

Column

b.

c.

d.

Rev : A

CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

H-Beam (100x100x6)

Bracing

Estimated maximum horizontal deflection (∆max) Platform is : - Beam (H 150x150x7) Length = 860 mm ∆max = 0.1 mm ∆all = 4.3 mm

23/03/2016 Date: Page 8 of 8.

L (100x100x7)

Refer to Attachement C

- Beam (L 100x100x7)

Length ∆max ∆all

= = =

2500 mm 0.67 mm 12.5 mm

Refer to Attachement C

- Rafter ([ 100x50x7)

Length ∆max ∆all

= = =

1720 mm 0.63 mm 8.6 mm

Refer to Attachement C

Estimated maximum vertical deflection (∆max) Platform is : - Column (H 100x100x6) Length = 2500 mm ∆max = 3.22 mm ∆all = 12.5 mm Connection type : welding connection

Refer to Attachement C

Refer to Attachement C

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

Rev : A

CALCULATION FOR SERVICE PLATFORM AND Date: PUMP SHELTER STRUCTURE

23/03/2016

ATTACHMENT A Design Loading

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

Rev : A

CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

Date:

23/03/2016

Page 1 of 7

ATTACHMENT A - DESIGN LOADING A.1 Plan and Section

Figure 1. Layout plan platform

Figure 2. Section Platform

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

A.2

Rev : A

CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

Date:

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Page 2 of 7

Loading Calculation 1. Dead Load The steel structure dead load of fresh water pump structure is generated from STAAD with contigency factor of 1.10. - Platform Self weight of handrail Self weight of grating

= =

0.20 0.40

kN/m kN/m2

- Shelter Weight of purlin Max. purlin distance

= =

0.02 0.50

kN/m m

Self weight of purlin Self weight of metal sheet roof

= =

Length of rafter Load on rafter

= =

0.03 0.20 0.23 2.32 0.54

kN/m2 kN/m2 kN/m2 m kN/m

2.

Live Load Calculation of live load (according to PGFW-SP-C-001 Sec. 5.3) Operating / Maintenance platform = 3.92 kN/m2

3.

Equipment Load - Pump Load Diameter of Fresh Water Pump Height of Fresh Water Pump Length of Fresh Water Pump

D H L

= = =

Figure 3. Dimension Pump Empty weight of water pump = Operating weight of water pump =

+

157 mm 435 mm 900 mm

1.32 1.76

kN kN

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

4.

Rev : A

CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

-Pipe Load Pipe 4" Length Box valve 4" Total load

= = = =

0.23 0.89 1.22 1.42

kN/m m kN kN

Pipe 3" Length Box valve 3" Total load

= = = =

0.15 1.42 0.42 0.63

kN/m m kN kN

Date:

23/03/2016

Page 3 of 7

Wind Load Wind load is calculated in accordance with ASCE 7-05 as follows: Basic wind speed V = 28 m/sec K Wind directionality factor = 0.85 d Building Category = IV Importance factor I = 1.15 Struct. height above ground level H = 4.38 m Exposure category = C Kz Velocity pressure exposure coef. = 0.9 Kzt Topographic factor = 1 Gust effect factor G = 0.85 qz Velocity pressure = 422.80 N/m2 Roof angle Building length about X-dir Height profile of column about Z-dir

θ X Z

= = =

8 2.5 0.15

degree m m

The side of builiding is opened, so the area that used for determine "a" is using height of column. 0.4h 10% Z or X a

= = =

1.75 0.02 0.02

Figure 4. Building Surface for Wind Pressure about X-Direction

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

Rev : A

Doc.No: PGFW-CL-C-003

Date:

23/03/2016

Page 4 of 7

Figure 5. Building Surface for Wind Pressure about Z-Direction

Figure 6. Building Surface for Wind Pressure about Z-Direction - Calculation of wind pressure Wind Load = q = qz * (Gcpf - Gcpi) Velocity pressure

qz

=

422.80

N/m2

Roof Wind Pressure No.

Surface

Gcpf

Gcpi

Gcpf - Gcpi

1 2

2 3

-0.69 -0.39

0.55 0.55

-1.24 -0.94

Wind Pressure (kPa) -0.524 -0.397

Front Wall Wind Pressure No.

Surface

Gcpf

Gcpi

Gcpf - Gcpi

1

1

-0.43

0.55

-0.98

Wind Pressure (kPa) -0.414

Side Wall Wind Pressure No.

Surface

Gcpf

Gcpi

Gcpf - Gcpi

1

6

-0.45

0.55

-1.00

Wind Pressure (kPa) -0.423

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Rev : A

Doc.No: PGFW-CL-C-003

CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

- Calculation of wind load about X-direction Distance about X-dir dz Distance about Z-dir dx

= =

2.5 0.15

Date:

23/03/2016

Page 5 of 7

m m

Side Wall Wind Pressure No.

Surface

1 2

6 6

Surface-6 Wind Load dx (m) (kN/m) 1.25 -0.529 1.25 -0.529

Roof Wall Wind Pressure No.

Surface

1

2

No.

Surface

1

3

Surface-2 Wind Load Wind Load (kN/m) dz (m) (kN/m) 1.25 -0.655 -0.655 Surface-3 Wind Load Wind Load (kN/m) dz (m) (kN/m) 1.25 -0.497 -0.497

- Calculation of wind load about Z-direction Distance about Z-dir dz Distance about X-dir dx

= =

2.5 0.15

m m

Front Wall Wind Load No.

Surface

1

1

Surface-1 Wind Load Wind Load (kN/m) dx (m) (kN/m) 1.25 -0.518 -0.518

Roof Wall Wind Pressure No.

Surface

1

2

Surface-2 Wind Load Wind Load (kN/m) dx (m) (kN/m) 1.25 -0.819 -0.819

5. Earthquake Load a. Pump Shelter Earthquake load is calculated in accordance to UBC 1997 as follows: Vs = 2.5 x Ca R Zone = Seismic zone factor z = 2A Seismic acceleration = 0.15 Soil specification = Soft soil Seismic coefficient Ca = 0.3 Numerical coefficient R = 5.6 Total weight Wi = 4.6 kN Important factor I = 1.25 Vs = 0.77 kN

x

I

x

ΣWi

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

Rev : A

b. Pipe Support Zone Seismic zone factor Seismic acceleration Soil specification Seismic coefficient Numerical coefficient Total weight Important factor

A.3

Ca R Wi I Vs

= = = = = = = = =

2A 0.15 Soft soil 0.3 5.6 0.8 1.25 0.14

A tf tw d bf

= = = = =

4010 10 7 150 150

mm2 mm mm mm mm

H-Beam (100x100x6) Cross Sectional Area Thickness flange Thickness web Height Width

A tf tw d bf

= = = = =

2190 8 6 100 100

mm2 mm mm mm mm

UNP (100x50x5) Cross Sectional Area Thickness flange Thickness web Height Width

A tf tw d bf

= = = = =

1192 7.5 5 100 50

mm2 mm mm mm mm

UNP (150x75x6.5) Cross Sectional Area Thickness flange Thickness web Height Width

A tf tw d bf

= = = = =

1192 7.5 5 100 50

mm2 mm mm mm mm

L (100x100x7) Cross Sectional Area Thickness flange Thickness web Height Width

A tf tw d bf

= = = = =

1362 7 7 100 100

mm2 mm mm mm mm

Structure Dimensions 1. H-Beam (150x150x7) Cross Sectional Area Thickness flange Thickness web Height Width 2.

3.

4.

5.

CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

z

Date:

23/03/2016

Page 6 of 7

kN kN

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

6.

Rev : A

L (50x50x4) Cross Sectional Area Thickness flange Thickness web Height Width

CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

A tf tw d bf

= = = = =

389 4 4 50 50

Date:

23/03/2016

Page 7 of 7

mm2 mm mm mm mm

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

Rev : A

CALCULATION FOR SERVICE PLATFORM AND Date: PUMP SHELTER STRUCTURE

23/03/2016

ATTACHMENT B Model And Load Assign STAAD Pro v8.i

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Rev : A

Doc.No: PGFW-CL-C-003

CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

Date:

23/03/2016

Page 1 of 6

B.1 STAAD.PRO v8.i MODEL

Fig. B.1 Modification Platform Pulau Gading 3D view. Plant North

A

True North

Fig. B.2 Modification Platform Pulau Gading plan view

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

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CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

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Fig. B.3 Modification Platform Section - A Member Properties No. Material 1. H 150x150x7 2. H 100x100x6 3. UNP 150x75x6.5 4. UNP 100x50x5 5. L 100x100x7 6. L 50x50x4

Specification Structural Steel A-36 Structural Steel A-36 Structural Steel A-36 Structural Steel A-36 Structural Steel A-37 Structural Steel A-37

Remark Beam Column Column, Beam Beam Bracing, Beam, Rafter Bracing

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

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CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

Date:

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B.2 STAAD.PRO v8.i LOAD ASSIGN B.2.1 Dead Load The weight of beams, columns and other main structure weight are automatically calculated by STAAD Pro. by using Selfweight Y -1.0 command. The weight of grating and handrail uniformly assign to beam.

Fig. B.4 Modification Platform Selfweight Dead Load

Fig. B.5 Modification Platform Superimposed Dead Load

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

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CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

Date:

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Fig. B.5 Modification Platform Equipment Load

B.2.2 Live Load

Fig. B.6 Modification Platform Live Load

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CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

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Page 5 of 6

B.2.3 Wind Load

Fig. B.7 Modification Platform Wind Load X-dir

Fig. B.8 Modification Platform Wind Load Z-dir

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

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CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

Date:

23/03/2016

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B.2.3 Earthquake Load

Fig. B.9 Modification Platform Earthquake Load X-dir

Fig. B.10 Modification Platform Earthquake Load Z-dir

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

Rev : A

CALCULATION FOR SERVICE PLATFORM AND Date: PUMP SHELTER STRUCTURE

23/03/2016

ATTACHMENT C STAAD Pro v8.i STRESS RATIO AND DEFLECTION

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

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CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

Date:

23/03/2016

Page 1 of 4

ATTACHMENT C - STAAD Pro v8.i STRESS RATIO AND DEFLECTION C.1

BEAM & NODE NUMBER

Beam Number

Node Number

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UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

C.2

Rev : A

CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

Date:

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Page 2 of 4

STRESS RATIO Beam Design Property 19 21 30 32 33 44 52 53 54 55 56 57 58 61 62 63 64 65 67 91 92 93 94 95 96 97 98 99 100 101 102 103 104 105 106 107 110 111 112 113 114 115 116 117 118 119 120 121 122

H150X150X7 L100X100X7 H100X100X6 C100X50X5 C100X50X5 H150X150X7 C100X50X5 H100X100X6 H150X150X7 H150X150X7 H150X150X7 H150X150X7 H150X150X7 L100X100X7 C150X75X6.5 C150X75X6.5 C150X75X6.5 C150X75X6.5 L100X100X7 H150X150X7 H150X150X7 H150X150X7 L100X100X7 L100X100X7 L100X100X7 L100X100X7 L100X100X7 L100X100X7 L100X100X7 H150X150X7 C150X75X6.5 C150X75X6.5 C150X75X6.5 H150X150X7 H150X150X7 C150X75X6.5 C150X75X6.5

Actual Ratio

All. Ratio

0.04 0.08 0.01 0.00 0.00 0.02 0.00 0.02 0.02 0.04 0.04 0.04 0.05 0.10 0.18 0.19 0.18 0.19 0.08 0.04 0.06 0.04 0.15 0.13 0.09 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.01 0.03 0.03 0.01 0.01 0.15 0.15 0.13 0.13 0.09 0.10 0.10 0.10 0.07 0.07 0.10 0.09

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

L100X100X7 L100X100X7 L100X100X7 L100X100X7 C150X75X6.5 C150X75X6.5 C150X75X6.5 C150X75X6.5 L50X50X4 L50X50X4 L50X50X4 L50X50X4 _________________________________________________________________________________________

UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

Rev : A

CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

Max. Actual 0.062 0.023 0.193 0.00 0.15 0.099

Properties H 150x150x7 H 100x100x6 UNP 150x75x6.5 UNP 100x50x5 L 100x100x7 L 50x50x4 C.3

All. ratio

Remark

1 1 1 1 1 1

OK OK OK OK OK OK

Date:

23/03/2016

Page 3 of 4

DEFLECTION H Max X Min X Max Y Min Y Max Z Min Z Max rX Min rX Max rY Min rY Max rZ Min rZ Max Rst

X mm Node L/C 20 13 1.0 D + 1.0 L + 0.714 EQX + 0.214 EQZ 7.6 60 12 1.0 D + 1.0 LL -0.6 70 10 1.0 D + 1.0 WX 4.3 69 15 1.0 D + 1.0 LL + 1.0 WX 4.2 59 11 1.0 D + 1.0 WZ 0.0 59 12 1.0 D + 1.0 LL -0.6 70 14 1.0 D + 1.0 L + 0.714 EQZ + 0.214 EQX 0.3 2 12 1.0 D + 1.0 LL 0.0 39 10 1.0 D + 1.0 WX 4.3 71 12 1.0 D + 1.0 LL -0.5 55 12 1.0 D + 1.0 LL 0.0 19 13 1.0 D + 1.0 L + 0.714 EQX + 0.214 EQZ 7.6 20 13 1.0 D + 1.0 L + 0.714 EQX + 0.214 EQZ 7.6

V

H

Y mm Z mm

0.0 0.0 0.6 -0.9 -0.2 0.0 -0.1 -0.3 0.0 -0.1 -0.6 0.0 0.0

0.1 -0.1 0.0 -0.1 1.2 -0.6 1.0 0.0 -0.1 -0.5 0.0 0.1 0.1

R mm

7.6 0.6 4.4 4.3 1.2 0.9 1.0 0.3 4.3 0.7 0.6 7.6 7.6

Rotational rY rZ

rX rad 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

rad 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

rad 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Displacement Control of Beam, Column, Rafter and Bracing Vertical Displacement 1. Beam (H 150x150x7) Critical Beam Length L = 860 mm ∆ Allowable displacement = 4.3 mm all ∆max = Max. displacement 0.1 mm Remarks of "Δmax < Δall" PASS

2.

Beam (L 100x100x7) Critical Beam Length Allowable displacement Max. displacement Remarks of "Δmax < Δall"

L ∆all ∆max

= = =

2500 12.5 0.67 PASS

mm mm mm

_________________________________________________________________________________________

UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

3.

Rev : A

Rafter ([ 100x50x7) Critical Beam Length Allowable displacement Max. displacement Remarks of "Δmax < Δall"

Horizontal Displacement 1. Column (H 100x100x6) Critical Beam Length Allowable displacement Max. displacement Remarks of "Δmax < Δall"

CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

L ∆all ∆max

L ∆all ∆max

= = =

1720 8.6 0.63 PASS

mm mm mm

= = =

2500 12.5 3.22 PASS

mm mm mm

Date:

23/03/2016

Page 4 of 4

_________________________________________________________________________________________

UPGRADE FIRE WATER SYSTEM (PULAU GADING) Doc.No: PGFW-CL-C-003

Rev : A

CALCULATION FOR SERVICE PLATFORM AND Date: PUMP SHELTER STRUCTURE

23/03/2016

ATTACHMENT E Connection Design

________________________________________________________________________________________

UPGRADE FIRE WATER SYSTEM (PULAU GADING)

Doc.No: PGFW-CL-C-003

Rev : A

CALCULATION FOR SERVICE PLATFORM Date : AND PUMP SHELTER STRUCTURE

23/03/2016

Page 1 of 6..............

ATTACHMENT D - CONNECTION DESIGN D.1

Summary of Maximum Member Force

Type 1 2 3 4

Connection B1 to B1 C1 to B1 C2 to B2 Br1 to B1

Beam 1

Beam 2

Column

Bracing

Type of Connection Beam to Beam Column to Beam Column to Beam Bracing to Beam

Profil H 150x150x7 UNP 150x75x6.5 H 100x100x6 L 100x100x7

V (kN) 5.643 1.42 0.16 0.11

T (kN) 5.31 1.61 0.55 9.20

M (kNm) 2.11 1.61 0.16 0.08

_________________________________________________________________________________________

UPGRADE FIRE WATER SYSTEM (PULAU GADING)

Doc.No: PGFW-CL-C-003

Rev : A

CALCULATION FOR SERVICE PLATFORM Date : AND PUMP SHELTER STRUCTURE

23/03/2016

Page 2 of 6..............

D.2 Connection Capacity Calculation D.2.1 Connection Capacity Fy Fb = 0.6* Fy Fv = 0.4 * Fy Fu tf tw d Sx r A Aw = d * tw a g Lwf Lww

= = = = = = = = = = = = = = =

Type of weld = T = 0.707 * a * Lw * 0.3 Fu (fillet) = T = Lw * tf * 0.6Fy (groove) = M1 = Fb * Sx = *M2 = T * (d - tf) = V1 = Aw * Fv = V2 = 2*0.707*g*(d-2*tf-2*r)*0.3 Fu = T1 = A * 0.6 Fy = T2 = (Lwf*tf* 0.6Fy)+(0.707*g*Lww*0.3Fu)

1 240 144 96 400 10 7 150 219000 8 4010 1050 10 6 150 180

2 240 144 96 400 8 6 100 77000 9 2190 600 8 6 100 88

3 240 144 96 400 7.5 5 100 37600 9 1192 500 5 5 100 90

4 240 144 96 400 7 7 100 28990 9 1362 700 5 5 100 90

Unit MPa MPa MPa MPa mm mm mm mm3 mm mm2 mm2 mm mm mm mm

groove 127 216 32 30 101 116 577 524

groove 67.872 115.2 11.088 10.5984 57.6 67.19328 315.36 275.1955

groove 42.42 108 5.4144 9.99 48 56.8428 171.648 254.178

groove 42.42 100.8 4.17456 9.3744 67.2 57.6912 196.128 239.778

kN kN kN.m kN.m kN kN kN kN

*Since it's calculation for allowable moment due to tension on welding, So consider only the top flange welding restrains the tension force. Fy Fb Fv Fu Lw tf Sx A Aw a g Lwf Lww

= = = = = = = = = = = = =

Yield Strength of Steel Beam Bending Stress Allowable shear stress Specified Tensile strength of the welding (E60XX) length of weld flange thickness Section Modulus of Steel Beam Cross section area of the member Area of web leg of fillet weld on flange of beam leg of fillet weld on web of beam requirement due to shear stress length of weld on flange length of weld on web

T M1 M2 V1

= = = =

Tension of Welding Allowable Moment Capacity of the member Allowable Moment Capacity due to Tension on Welding Allowable Shear Capacity of The Member

_________________________________________________________________________________________

UPGRADE FIRE WATER SYSTEM (PULAU GADING)

Doc.No: PGFW-CL-C-003

V2 T1 T2

=

Rev : A

CALCULATION FOR SERVICE PLATFORM Date : AND PUMP SHELTER STRUCTURE

23/03/2016

Page 3 of 6..............

Allowable Shear Capacity of Welding Allowable Tension Capacity of The Member Allowable Tension of Welding

D.2.2 Combination of Moment and Tension Tension and moment of the member shall conform the below formula: M Mall Where : M T Mall Tall

= = = =

Mall Tall

= =

+

T Tall

≤

1

Moment Tension force Allowable moment capacity Allowable tension capacity 30.24 kN.m 523.63 kN

So, the inner forces of the member shall conform the below formula M T + ≤ 1 30.24 523.63 D.2.3 Summary Beam Member H 150x150x7

Capacity V1 V2 T1 T2 M1 M2 (kN) (kN) (kN.m) 101 116 577 524 32 30

Allowable Capacity * Shear Tension Moment (kN) (kN) (kN.m) 100.80 523.63 30.24

* Allowable capacity in the table is for permanent load (live and dead load), for temporary load (wind and earthquake load) the allowable value can be increased by 33% The inner forces of the member shall be checked with the below formula: M T + ≤ 1 30.24 523.63

Beam Member UNP 150x75x6.5

Capacity V1 V2 T1 T2 M1 M2 (kN) (kN) (kN.m) 57.6 67.2 315 275 11 10.6

Allowable Capacity * Shear Tension Moment (kN) (kN) (kN.m) 57.60 275.20 10.60

* Allowable capacity in the table is for permanent load (live and dead load), for temporary load (wind and earthquake load) the allowable value can be increased by 33% The inner forces of the member shall be checked with the below formula: M T + ≤ 1 10.60 275.20

_________________________________________________________________________________________

UPGRADE FIRE WATER SYSTEM (PULAU GADING)

Doc.No: PGFW-CL-C-003

Beam Member H 100x100x6

Rev : A

CALCULATION FOR SERVICE PLATFORM Date : AND PUMP SHELTER STRUCTURE

Capacity V1 V2 T1 T2 M1 M2 (kN) (kN) (kN.m) 48.0 56.8 172 254 5.41 9.99

23/03/2016

Page 4 of 6..............

Allowable Capacity * Shear Tension Moment (kN) (kN) (kN.m) 48.00 171.65 5.41

* Allowable capacity in the table is for permanent load (live and dead load), for temporary load (wind and earthquake load) the allowable value can be increased by 33% The inner forces of the member shall be checked with the below formula: M T + ≤ 1 10.60 275.20

Beam Member L 100x100x7

Capacity V1 V2 T1 T2 M1 M2 (kN) (kN) (kN.m) 67.2 57.7 196 240 4.17 9.37

Allowable Capacity * Shear Tension Moment (kN) (kN) (kN.m) 57.69 196.13 4.17

* Allowable capacity in the table is for permanent load (live and dead load), for temporary load (wind and earthquake load) the allowable value can be increased by 33% The inner forces of the member shall be checked with the below formula: M T + ≤ 1 10.60 275.20 D.3

Connection Check H 150x150x7 1st check: Check the inner forces with the allowable capacity.

Moment (kNm) Shear (kN) Tension (kN)

Allowable 30.24 100.80 523.63 Remarks

Type 1 2.112 5.643 5.31 PASS

2nd check Check the combination of inner forces between the moment and tension. Type 1a M T + ≤ 1 30.24 523.63 2.112 30.24

+

5.31 523.63 0.08

≤

1

<

1

OK

→ The connection for the profile can be used

_________________________________________________________________________________________

UPGRADE FIRE WATER SYSTEM (PULAU GADING)

Doc.No: PGFW-CL-C-003

Rev : A

CALCULATION FOR SERVICE PLATFORM Date : AND PUMP SHELTER STRUCTURE

23/03/2016

Page 5 of 6..............

UNP 150x75x6.5 1st check: Check the inner forces with the allowable capacity.

Moment (kNm) Shear (kN) Tension (kN)

2nd check M 30.24 1.61 30.24

Allowable 10.60 57.60 275.20 Remarks

Type 2 1.61 1.424 1.61 PASS

+

T 523.63

≤

1

+

1.61 523.63

≤

1

<

1

0.06

OK

→ The connection for the profile can be used

H 100x100x6 1st check: Check the inner forces with the allowable capacity.

Moment (kNm) Shear (kN) Tension (kN)

2nd check M 30.24 0.163 30.24

Allowable 5.41 48.00 171.65 Remarks

Type 3 0.16 0.16 0.55 PASS

+

T 523.63

≤

1

+

0.551 523.63

≤

1

<

1

0.01

OK

→ The connection for the profile can be used

L 100x100x7 1st check: Check the inner forces with the allowable capacity.

Moment (kNm) Shear (kN) Tension (kN)

Allowable 4.17 57.69 196.13 Remarks

Type 4 0.08 0.11 9.20 PASS

_________________________________________________________________________________________

UPGRADE FIRE WATER SYSTEM (PULAU GADING)

Doc.No: PGFW-CL-C-003

2nd check M 30.24 0.083 30.24

Rev : A

CALCULATION FOR SERVICE PLATFORM Date : AND PUMP SHELTER STRUCTURE

+

T 523.63

≤

1

+

9.195 523.63

≤

1

<

1

0.02

OK

23/03/2016

Page 6 of 6..............

→ The connection for the profile can be used

_________________________________________________________________________________________