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a. Steel member:

Beam 1 H-Beam (150x150x7) Beam/Rafter UNP (100x50x5)

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

23/03/2016

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

d. Connection type : welding connection Refer to Attachement C

ATTACHMENT A Design Loading

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

PUMP SHELTER STRUCTURE Date: 23/03/2016

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ATTACHMENT A - DESIGN LOADING A.1 Plan and Section

Figure 1. Layout plan platform

Figure 2. Section Platform

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

23/03/2016

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

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

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

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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 -0.819 -0.819

1 1 1.25 -0.518 -0.518

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

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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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23/03/2016

6. L (50x50x4)

Cross Sectional Area A = 389 mm2

Thickness flange tf = 4 mm

Thickness web tw = 4 mm

Height d = 50 mm

Width bf = 50 mm

ATTACHMENT B

Model And Load Assign STAAD Pro v8.i

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

PUMP SHELTER STRUCTURE Date: 23/03/2016

Page 1 of 6

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B.1 STAAD.PRO v8.i MODEL

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

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

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

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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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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

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

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

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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

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

PUMP SHELTER STRUCTURE Date: 23/03/2016

Page 1 of 4

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

C.1 BEAM & NODE NUMBER

Beam Number

Node Number

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

23/03/2016

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

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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

Beam Design Property All. Ratio

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

23/03/2016

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

Actual All. ratio Properties

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

23/03/2016

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 Remarks of "Δmax < Δall" PASS

ATTACHMENT E Connection Design

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

PUMP SHELTER STRUCTURE Date: 23/03/2016

Page 1 of 6...

Date : 23/03/2016

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

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

Beam 1 Beam 2

Column Bracing

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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

*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 Type of weld

180

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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

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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

30.24 523.63 1

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

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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

Moment (kNm) 5.41 0.16

Shear (kN) 48.00 0.16

Tension (kN) 171.65 0.55

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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

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