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
Page 1 of 7
Date: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
Page 2 of 7
Date:Doc.No: PGFW-CL-C-003 Rev : A CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE
23/03/2016
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
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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
Page 4 of 7
Date: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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Page 5 of 7
Date: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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Date: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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Page 7 of 7
Date:Doc.No: PGFW-CL-C-003 Rev : A CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE
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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
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
Date:B.1 STAAD.PRO v8.i MODEL
Doc.No: PGFW-CL-C-003 Rev : A CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE
23/03/2016
Fig. B.1 Modification Platform Pulau Gading 3D view.
Fig. B.2 Modification Platform Pulau Gading plan view
Plant North
True North A
Page 2 of 6
Date:Doc.No: PGFW-CL-C-003 Rev : A CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE
23/03/2016
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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Page 3 of 6
Date: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
Page 4 of 6
Date:Doc.No: PGFW-CL-C-003 Rev : A CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE
23/03/2016
B.2.2 Live Load
Fig. B.5 Modification Platform Equipment Load
Fig. B.6 Modification Platform Live Load
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Page 5 of 6
Date:Doc.No: PGFW-CL-C-003 Rev : A CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE
23/03/2016
B.2.3 Wind Load
Fig. B.7 Modification Platform Wind Load X-dir
Fig. B.8 Modification Platform Wind Load Z-dir
Page 6 of 6
Date:Doc.No: PGFW-CL-C-003 Rev : A CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE
23/03/2016
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
Date: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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Page 2 of 4
Date: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 1112
L100X100X7
0.15 1113
L100X100X7
0.13 1114
L100X100X7
0.13 1115
C150X75X6.5
0.09 1116
C150X75X6.5
0.10 1117
C150X75X6.5
0.10 1118
C150X75X6.5
0.10 1119
L50X50X4
0.07 1120
L50X50X4
0.07 1121
L50X50X4
0.10 1122
L50X50X4
0.09 1Actual Ratio
Beam Design Property All. Ratio
Page 3 of 4
Date: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
Page 4 of 4
Date:Doc.No: PGFW-CL-C-003 Rev : A CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE
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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 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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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
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