Calculation for Service Platform & Pump Shelter Structure

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CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

8 Pages PT. TEGMA ENGINEERING

UPGRADE FIRE WATER SYSTEM (PULAU GADING)

PROJECT NO: 4500002122

23/03/2016 Issued For Review TDR

CONTRACTOR

ADT LPP

CLIENT

Rev. Date Description BY CHK'D APP'D APP'D

PERTAMINA – TALISMAN Jambi Merang DOCUMENT REVIEW STATUS Review Code :

A. Accepted

B. Accepted as Noted – Resubmit Required C. Not Accepted

D. 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

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Page 1 of 8 A B C 0 1 2 3 A B C 0 1 2 3 A B C 0 1 2 3 X X X X X X X X X X X X

REVISION TABLE

2 ATTACHMENT B 3 ATTACHMENT C

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4 ATTACHMENT D

5

8

PAGE REVISION PAGE REVISION ATTACHMENT REVISION

1 ATTACHMENT A

Date: 23/03/2016

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Page 2 of 8 Doc.No: PGFW-CL-C-003 Rev : A CALCULATION FOR SERVICE PLATFORM AND

PUMP SHELTER STRUCTURE

Date: 23/03/2016

Implemented (Y/N) Company Comment

RECORD OF REVISION

Rev No Section Page Explanation

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Page 3 of 8 Date: 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

TABLE OF CONTENTS

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1.0 INTRODUCTION

1.1 Project Overview

1.2 Scope

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

1.3 Definitions

PROJECT Pulau Gading Fire Water Intake and Storage System Modification COMPANY JOB PERTAMINA – TALISMAN JAMBI MERANG

CONTRACTOR PT. TEGMA ENGINEERING VENDOR

MIGAS

2.0 Codes, Standards, and References 1.

2. 3.

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.

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

Upgrade Fire Water System Project, PGFW-SP-C-001 "Design Specification for Civil and Structural" 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

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Upgrade Fire Water System Project, PGFW-SP-C-002 "Specification for Civil Work" ASCE 7-05 "Minimum Design Loads for Buildings and Other Structures"

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4.0 Material

4.1 Quality of Material Table 4.1 Quality Material

Structural Concrete f'c =

Leveling Concrete f'c =

Reinforcing Bar :

Gr. 60 ( ASTM A615 ) Deformed Bar fy =

Gr. 40 ( ASTM A615 ) Plain bar fy =

Anchor Bolt ASTM A307 Grade C fy =

ft all = fv all = Structural Steel / Plate

ASTM A-36 fy =

fu = Weld electrode

AWS D1.1. E70 fv-all =

fu =

4.2 Unit Weight of Material

Table 1.5.1 Unit Weight of Material Reinforced Concrete (gc) Lean Concrete (gpc) Steel (gst) Water (gw) Soil (gs) 5.0 Abbreviation

b : height factor (1.2 for beam, 1.35 for slab) b : width of tributary

b1 : concrete factor

bo : length of punching shear critical area

c : soil cohesion

d : angle of friction between soil and wall d : concrete effective thickness

D : dead load of concrete d : effective depth of slab

d rebar : diameter of flexural reinforcement

db : bolt diameter

dc : thickness of concrete cover

DL : dead load of equipment ( empty condition )

E : dead load of equipment (operating condition) DT : dead load of equipment (test condition)

EQ : earthquake load

LL : live load

Wx : wind load x direction Wz : wind load z direction

480.00 Material Material 275.00 9.81 28.00 Strength (MPa) 23.60 21.60 77.00 413.00 68.60 Unit Weight (kN/m3) 240.00 400.00 144.00 16.50 137.30 14.00 240.00

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6.0 DESIGN METHODOLOGY

6.1 Design Criteria 1.

No.

1 Earthquake Load UBC 1997

2 Wind Load ASCE 7-05

3 Structure type Steel structure, moment resisting frame

4 Analysis Static

6 Steel Design AISC-ASD

6.2 Design Loading

The following loads and forces are considered in the design of pile foundation :

1. Earthquake Load (EQ)

Load due to earthquake load, depending on zone, soil properties, Z, and structure type 2. Dead Load (DL)

Selfweight of structure including, but not limited to, structural steel member, footing and pedestal. 2.1 Structure Selfweight

3. Grating and Handrail (SIDL)

The weight of grating and handrail at stair and landing. 4. Equipment Load (E)

5. Live Load (LL)

Loading caused by personnel 6. 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 Description Increase in Allowable Stress Remarks

21 1.0 D (DL + SIDL + E) 0% Permanent

22 1.0 D (DL + SIDL + E) + 1.0 LL 0% Permanent

23 1.0 D (DL + SIDL + E) + 1.0 LL + Wx 33% Temporary

24 1.0 D (DL + SIDL + E) + 1.0 LL + Wz 33% Temporary

25 1.0 D (DL + SIDL + E) + 1.0 LL + 1.0 EQx 33% Temporary 26 1.0 D (DL + SIDL + E) + 1.0 LL + 1.0 Eqz 33% Temporary

Unfactored loading combination is used for steel design, deflection and support reactions for foundation design.

The weight of beams, columns and other main structure weight are automatically calculated by STAAD Pro. by using Selfweight Y -1.1 command.

The equipment load is the weight of the equipment or machinery including load of the piping attached to the equipment.

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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 UNP (100x50x5)

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Column H-Beam (100x100x6) Bracing L (100x100x7)

b. Estimated maximum horizontal deflection (∆max) Platform is :

- Beam (H 150x150x7) Length = 860 mm Refer to Attachement C ∆max = 0.1 mm

∆all = 4.3 mm

- Beam (L 100x100x7) Length = 2500 mm Refer to Attachement C ∆max = 0.67 mm

∆all = 12.5 mm

- Rafter ([ 100x50x7) Length = 1720 mm Refer to Attachement C ∆max = 0.63 mm

∆all = 8.6 mm

c. Estimated maximum vertical deflection (∆max) Platform is :

- Column (H 100x100x6) Length = 2500 mm Refer to Attachement C ∆max = 3.22 mm

∆all = 12.5 mm

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ATTACHMENT A

Design Loading

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ATTACHMENT A - DESIGN LOADING A.1 Plan and Section

Figure 1. Layout plan platform

Figure 2. Section Platform

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A.2 Loading Calculation 1. Dead Load

- Platform

Self weight of handrail = 0.20 kN/m

Self weight of grating = 0.40 kN/m2

- Shelter

Weight of purlin = 0.02 kN/m

Max. purlin distance = 0.50 m

Self weight of purlin = 0.03 kN/m2

Self weight of metal sheet roof = 0.20 kN/m2 + 0.23 kN/m2

Length of rafter = 2.32 m

Load on rafter = 0.54 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 D = 157 mm Height of Fresh Water Pump H = 435 mm Length of Fresh Water Pump L = 900 mm

Figure 3. Dimension Pump

Empty weight of water pump = 1.32 kN Operating weight of water pump = 1.76 kN

The steel structure dead load of fresh water pump structure is generated from STAAD with contigency factor of 1.10.

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Date: Doc.No: PGFW-CL-C-003 Rev : A CALCULATION FOR SERVICE PLATFORM AND

PUMP SHELTER STRUCTURE

23/03/2016 -Pipe Load Pipe 4" = 0.23 kN/m Length = 0.89 m Box valve 4" = 1.22 kN Total load = 1.42 kN Pipe 3" = 0.15 kN/m Length = 1.42 m Box valve 3" = 0.42 kN Total load = 0.63 kN 4. Wind Load

Wind load is calculated in accordance with ASCE 7-05 as follows:

Basic wind speed V = 28 m/sec

Wind directionality factor Kd = 0.85

Building Category = IV

Importance factor I = 1.15

Struct. height above ground level H = 4.38 m

Exposure category = C

Velocity pressure exposure coef. Kz = 0.9

Topographic factor Kzt = 1

Gust effect factor G = 0.85

Velocity pressure qz = N/m2

Roof angle θ = 8 degree

Building length about X-dir X = 2.5 m

Z = 0.15 m

The side of builiding is opened, so the area that used for determine "a" is using height of column.

0.4h = 1.75 10% Z or X = 0.02

a = 0.02

Figure 4. Building Surface for Wind Pressure about X-Direction 422.80

Height profile of column about Z-dir

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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 = N/m2

Roof Wind Pressure

Front Wall Wind Pressure

Side Wall Wind Pressure

No. Gcpf Gcpi Gcpf - Gcpi

422.80

Surface Wind Pressure

(kPa)

2 3 -0.39 0.55 -0.94 -0.397

1 2 -0.69 0.55 -1.24 -0.524

No. Surface Gcpf Gcpi Gcpf - Gcpi Wind Pressure (kPa) Wind Pressure

(kPa)

1 1 -0.43 0.55 -0.98 -0.414

No. Surface Gcpf Gcpi Gcpf - Gcpi

-0.423

1 6 -0.45 0.55 -1.00

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- Calculation of wind load about X-direction

Distance about X-dir dz = 2.5 m

Distance about Z-dir dx = 0.15 m

Side Wall Wind Pressure

Roof Wall Wind Pressure

- Calculation of wind load about Z-direction

Distance about Z-dir dz = 2.5 m

Distance about X-dir dx = 0.15 m

Front Wall Wind Load

Roof Wall Wind Pressure

5. Earthquake Load a. Pump Shelter

Earthquake load is calculated in accordance to UBC 1997 as follows:

Vs = 2.5 x Ca x I x ΣWi

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 1 1.25 -0.529 2 1.25 -0.529 6 6 No. Surface-6 dx (m) Wind Load (kN/m) Surface -0.655 Surface 2 No. Surface Surface-3 Wind Load (kN/m) dz (m) Wind Load (kN/m) 1 1.25 -0.655 No. Surface-2 Wind Load (kN/m) dz (m) Wind Load (kN/m) -0.497 No. Surface-1 Wind Load (kN/m) dx (m) Wind Load (kN/m) Surface 1 3 1.25 -0.497 Surface 2 1 1.25 -0.819 -0.819 1 1 1.25 -0.518 -0.518 No. Surface-2 Wind Load (kN/m) dx (m) Wind Load (kN/m)

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b. Pipe Support

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 = 0.8 kN

Important factor I = 1.25

Vs = 0.14 kN

A.3 Structure Dimensions 1. H-Beam (150x150x7)

Cross Sectional Area A = 4010 mm2

Thickness flange tf = 10 mm

Thickness web tw = 7 mm

Height d = 150 mm

Width bf = 150 mm

2. H-Beam (100x100x6)

Cross Sectional Area A = 2190 mm2

Thickness flange tf = 8 mm

Thickness web tw = 6 mm

Height d = 100 mm

Width bf = 100 mm

3. UNP (100x50x5)

Cross Sectional Area A = 1192 mm2

Thickness flange tf = 7.5 mm

Thickness web tw = 5 mm

Height d = 100 mm

Width bf = 50 mm

4. UNP (150x75x6.5)

Cross Sectional Area A = 1192 mm2

Thickness flange tf = 7.5 mm

Thickness web tw = 5 mm

Height d = 100 mm

Width bf = 50 mm

5. L (100x100x7)

Cross Sectional Area A = 1362 mm2

Thickness flange tf = 7 mm

Thickness web tw = 7 mm

Height d = 100 mm

Width bf = 100 mm

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6. L (50x50x4)

Cross Sectional Area A = 389 mm2

Thickness flange tf = 4 mm

Thickness web tw = 4 mm

Height d = 50 mm

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ATTACHMENT B

Model And Load Assign STAAD Pro v8.i

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B.1 STAAD.PRO v8.i MODEL

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

Fig. B.2 Modification Platform Pulau Gading plan view

Plant North

True North A

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Member Properties No.

1. Structural Steel A-36

2. Structural Steel A-36

3. Structural Steel A-36

4. Structural Steel A-36

5. Structural Steel A-37

6. Structural Steel A-37

L 100x100x7 Bracing, Beam, Rafter

Bracing Beam Column, Beam Column Beam Remark Material H 150x150x7 H 100x100x6 UNP 150x75x6.5 UNP 100x50x5 L 50x50x4 Specification

Fig. B.3 Modification Platform Section - A

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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

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B.2.2 Live Load

Fig. B.5 Modification Platform Equipment Load

Fig. B.6 Modification Platform Live Load

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B.2.3 Wind Load

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

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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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ATTACHMENT C

STAAD Pro v8.i STRESS RATIO AND DEFLECTION

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

C.1 BEAM & NODE NUMBER

Beam Number

Node Number

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23/03/2016 C.2 STRESS RATIO 19 H150X150X7 0.04 1 21 L100X100X7 0.08 1 30 H100X100X6 0.01 1 32 C100X50X5 0.00 1 33 C100X50X5 0.00 1 44 H150X150X7 0.02 1 52 C100X50X5 0.00 1 53 H100X100X6 0.02 1 54 H150X150X7 0.02 1 55 H150X150X7 0.04 1 56 H150X150X7 0.04 1 57 H150X150X7 0.04 1 58 H150X150X7 0.05 1 61 L100X100X7 0.10 1 62 C150X75X6.5 0.18 1 63 C150X75X6.5 0.19 1 64 C150X75X6.5 0.18 1 65 C150X75X6.5 0.19 1 67 L100X100X7 0.08 1 91 H150X150X7 0.04 1 92 H150X150X7 0.06 1 93 H150X150X7 0.04 1 94 L100X100X7 0.15 1 95 L100X100X7 0.13 1 96 L100X100X7 0.09 1 97 L100X100X7 0.01 1 98 L100X100X7 0.01 1 99 L100X100X7 0.01 1 100 L100X100X7 0.01 1 101 H150X150X7 0.02 1 102 C150X75X6.5 0.02 1 103 C150X75X6.5 0.02 1 104 C150X75X6.5 0.01 1 105 H150X150X7 0.03 1 106 H150X150X7 0.03 1 107 C150X75X6.5 0.01 1 110 C150X75X6.5 0.01 1 111

L100X100X7

0.15 1 112

L100X100X7

0.15 1 113

L100X100X7

0.13 1 114

L100X100X7

0.13 1 115

C150X75X6.5

0.09 1 116

C150X75X6.5

0.10 1 117

C150X75X6.5

0.10 1 118

C150X75X6.5

0.10 1 119

L50X50X4

0.07 1 120

L50X50X4

0.07 1 121

L50X50X4

0.10 1 122

L50X50X4

0.09 1 Actual Ratio

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C.3 DEFLECTION

H V H R rX

rY

rZ

Node X mm Y mm Z mm mm rad rad rad Max X 20 13 1.0 D + 1.0 L + 0.714 EQX + 0.214 EQZ 7.6 0.0 0.1 7.6 0.00 0.00 0.00 Min X 60 12 1.0 D + 1.0 LL -0.6 0.0 -0.1 0.6 0.00 0.00 0.00 Max Y 70 10 1.0 D + 1.0 WX 4.3 0.6 0.0 4.4 0.00 0.00 0.00 Min Y 69 15 1.0 D + 1.0 LL + 1.0 WX 4.2 -0.9 -0.1 4.3 0.00 0.00 0.00 Max Z 59 11 1.0 D + 1.0 WZ 0.0 -0.2 1.2 1.2 0.00 0.00 0.00 Min Z 59 12 1.0 D + 1.0 LL -0.6 0.0 -0.6 0.9 0.00 0.00 0.00 Max rX 70 14 1.0 D + 1.0 L + 0.714 EQZ + 0.214 EQX 0.3 -0.1 1.0 1.0 0.00 0.00 0.00 Min rX 2 12 1.0 D + 1.0 LL 0.0 -0.3 0.0 0.3 0.00 0.00 0.00 Max rY 39 10 1.0 D + 1.0 WX 4.3 0.0 -0.1 4.3 0.00 0.00 0.00 Min rY 71 12 1.0 D + 1.0 LL -0.5 -0.1 -0.5 0.7 0.00 0.00 0.00 Max rZ 55 12 1.0 D + 1.0 LL 0.0 -0.6 0.0 0.6 0.00 0.00 0.00 Min rZ 19 13 1.0 D + 1.0 L + 0.714 EQX + 0.214 EQZ 7.6 0.0 0.1 7.6 0.00 0.00 0.00 Max Rst 20 13 1.0 D + 1.0 L + 0.714 EQX + 0.214 EQZ 7.6 0.0 0.1 7.6 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 ∆all = 4.3 mm

Max. displacement ∆max = 0.1 mm

Remarks of "Δmax < Δall" PASS

2. Beam (L 100x100x7)

Critical Beam Length L = 2500 mm Allowable displacement ∆all = 12.5 mm

Max. displacement ∆max = 0.67 mm

Remarks of "Δmax < Δall" PASS

L 100x100x7 0.15 1 OK L 50x50x4 0.099 1 OK OK Remark OK OK OK 0.00 1 1 1 1

Rotational

L/C Max.

Actual All. ratio Properties H 150x150x7 H 100x100x6 UNP 150x75x6.5 UNP 100x50x5 0.062 0.023 0.193

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3. Rafter ([ 100x50x7)

Critical Beam Length L = 1720 mm Allowable displacement ∆all = 8.6 mm

Max. displacement ∆max = 0.63 mm

Remarks of "Δmax < Δall" PASS

Horizontal Displacement 1. Column (H 100x100x6)

Critical Beam Length L = 2500 mm Allowable displacement ∆all = 12.5 mm

Max. displacement ∆max = 3.22 mm

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ATTACHMENT E

Connection Design

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D.1 Summary of Maximum Member Force

Type 1 2 3 4 Br1 to B1 Bracing to Beam L 100x100x7 0.11 9.20 0.08 H 100x100x6 0.16 0.55 0.16

C1 to B1 Column to Beam UNP 150x75x6.5 1.42 1.61 1.61

B1 to B1 Beam to Beam H 150x150x7 5.643 5.31 2.11

ATTACHMENT D - CONNECTION DESIGN

Connection Type of Connection Profil V (kN) T (kN) M (kNm) Rev : A

C2 to B2 Column to Beam

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Beam 1

Beam 2

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Date : 23/03/2016 Rev : A

Doc.No: PGFW-CL-C-003 CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

D.2 Connection Capacity Calculation D.2.1 Connection Capacity = = = = = = = = = = = = = = = = = = = = = = =

Fy = Yield Strength of Steel Beam Fb = Bending Stress

Fv = Allowable shear stress

Fu = Specified Tensile strength of the welding (E60XX) Lw = length of weld

tf = flange thickness

Sx = Section Modulus of Steel Beam A = Cross section area of the member Aw = Area of web

a = leg of fillet weld on flange of beam

g = leg of fillet weld on web of beam requirement due to shear stress Lwf = length of weld on flange

Lww = length of weld on web

T = Tension of Welding

M1 = Allowable Moment Capacity of the member

M2 = Allowable Moment Capacity due to Tension on Welding V1 = Allowable Shear Capacity of The Member

57.6 67.19328 315.36 275.1955 254.178 48 56.8428 171.648 67.2 57.6912 196.128 239.778

*Since it's calculation for allowable moment due to tension on welding, So consider only the top flange welding restrains the tension force.

kN T2 = (Lwf*tf* 0.6Fy)+(0.707*g*Lww*0.3Fu) kN 577 524 V1 = Aw * Fv kN V2 = 2*0.707*g*(d-2*tf-2*r)*0.3 Fu kN 101 116 kN.m *M2 = T * (d - tf) kN.m 32 30 T = 0.707 * a * Lw * 0.3 Fu (fillet) kN T = Lw * tf * 0.6Fy (groove) kN 127 216 67.872 115.2 11.088 10.5984 42.42 108 5.4144 9.99 42.42 100.8 4.17456 9.3744 mm Type of weld 180 groove g mm Lwf mm 6 150 88 groove 6 100 100 90 groove 5 100 5 90 groove mm2 a mm 1050 10 r mm A mm2 8 4010 9 2190 600 8 9 1192 500 9 1362 700 5 5 mm Sx mm3 150 219000 tf mm tw mm 10 7 8 6 100 77000 7.5 5 100 37600 7 7 100 28990 MPa Fu MPa 96 400 Fb = 0.6* Fy MPa 240 144 240 144 240 144 96 400 96 400 240 144 96 400 Unit Fy MPa 1 2 3 4 Fv = 0.4 * Fy d Aw = d * tw Lww M1 = Fb * Sx T1 = A * 0.6 Fy

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Date : 23/03/2016 Rev : A

Doc.No: PGFW-CL-C-003 CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

V2 = Allowable Shear Capacity of Welding T1 Allowable Tension Capacity of The Member T2 Allowable Tension of Welding

D.2.2 Combination of Moment and Tension

Tension and moment of the member shall conform the below formula:

M T

Mall Tall

Where :

M = Moment

T = Tension force

Mall = Allowable moment capacity

Tall = Allowable tension capacity

Mall = kN.m

Tall = kN

So, the inner forces of the member shall conform the below formula

D.2.3 Summary

Capacity Allowable Capacity * V1 V2 T1 T2 M1 M2 Shear Tension Moment

(kN) (kN) (kN.m) (kN) (kN) (kN.m)

101 116 577 524 32 30 100.80 523.63 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:

Capacity Allowable Capacity * V1 V2 T1 T2 M1 M2 Shear Tension Moment

(kN) (kN) (kN.m) (kN) (kN) (kN.m)

57.6 67.2 315 275 11 10.6 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: UNP 150x75x6.5 M + T ≤ 1 10.60 275.20 Beam Member Beam Member H 150x150x7 M + T 30.24 523.63 + ≤ 1 30.24 523.63 ≤ 1 30.24 523.63 M + T ≤ 1

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Date : 23/03/2016 Rev : A

Doc.No: PGFW-CL-C-003 CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

Capacity Allowable Capacity * V1 V2 T1 T2 M1 M2 Shear Tension Moment

(kN) (kN) (kN.m) (kN) (kN) (kN.m)

48.0 56.8 172 254 5.41 9.99 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:

Capacity Allowable Capacity * V1 V2 T1 T2 M1 M2 Shear Tension Moment

(kN) (kN) (kN.m) (kN) (kN) (kN.m)

67.2 57.7 196 240 4.17 9.37 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:

D.3 Connection Check H 150x150x7 1st check:

Check the inner forces with the allowable capacity.

2nd check

Check the combination of inner forces between the moment and tension. Type 1a

0.08 < 1 OK → The connection for the profile can be used 1 30.24 523.63 30.24 523.63 2.112 + 5.31 ≤ Tension (kN) 523.63 5.31 Remarks PASS M + T ≤ 1 Type 1 Moment (kNm) 30.24 2.112 Shear (kN) 100.80 5.643 M + T ≤ 1 10.60 275.20 Beam Allowable + T ≤ 1 10.60 275.20 Beam Member H 100x100x6 Member L 100x100x7 M

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Date : 23/03/2016 Rev : A

Doc.No: PGFW-CL-C-003 CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

UNP 150x75x6.5 1st check:

Check the inner forces with the allowable capacity.

2nd check

0.06 < 1 OK → The connection for the profile can be used

H 100x100x6 1st check:

Check the inner forces with the allowable capacity.

2nd check

0.01 < 1 OK → The connection for the profile can be used

L 100x100x7 1st check:

Check the inner forces with the allowable capacity. Allowable Type 3 30.24 523.63 Allowable Type 4 Moment (kNm) 4.17 0.08 Shear (kN) 57.69 0.11 Tension (kN) 1.61 + 1.61 ≤ 1 30.24 523.63 Remarks PASS Moment (kNm) 10.60 1.61 Allowable Type 2 M + T ≤ 1 30.24 Shear (kN) 57.60 1.424 Tension (kN) 275.20 1.61 523.63 196.13 9.20 Remarks PASS Remarks PASS M + T ≤ 1 0.163 + 0.551 ≤ 1 30.24 523.63 Moment (kNm) 5.41 0.16 Shear (kN) 48.00 0.16 Tension (kN) 171.65 0.55

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Date : 23/03/2016 Rev : A

Doc.No: PGFW-CL-C-003 CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

2nd check

0.02 < 1 OK → The connection for the profile can be used M + T ≤ 1 30.24 523.63 0.083 + 9.195 ≤ 1 30.24 523.63

Figure

Updating...

References

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Outline : SUMMARY