calculation for service platform & pump shelter structure

A

CALCULATION FOR SERVICE PLATFORM AND PUMP SHELTER STRUCTURE

8 Pages

PT. TEGMA ENGINEERING

UPGRADE FIRE WATER SYSTEM (PULAU GADING)

JOINT OPERATING BODY

PERTAMINA - TALISMAN JAMBI MERANG

DOCUMENT NO:

PROJECT NO:

PGFW-CL-C-003

4500002122

23/03/2016 Issued For Review TDR

CONTRACTOR

ADT LPP

CLIENTRev. DescriptionDate

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

DATE BY

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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

UPGRADE FIRE WATER SYSTEM

(PULAU GADING)

REVISION TABLE

2 ATTACHMENT B

3 ATTACHMENT C

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

PUMP SHELTER STRUCTURE

6

7

4 ATTACHMENT D

5

8

PAGEREVISION

PAGEREVISION

ATTACHMENTREVISION

1 ATTACHMENT A

Date: 23/03/2016

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Date: 23/03/2016

Implemented (Y/N)Company Comment

RECORD OF REVISION

Rev No Section Page Explanation

A All All

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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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Doc.No: PGFW-CL-C-003 Rev : ACALCULATION FOR SERVICE PLATFORM AND PUMP

SHELTER STRUCTURE

23/03/2016

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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 UnitsAll 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 tributaryb1 : 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 coverDL : 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.

Description Remarks

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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

d. Connection type : welding connection Refer to Attachement C

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ATTACHMENT A

Design Loading


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PUMP SHELTER STRUCTUREDate: 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


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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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-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

SurfaceWind Pressure

(kPa)

2 -0.39 0.55 -0.943 -0.397

1 -0.69 0.55 -1.242 -0.524

No. Surface Gcpf Gcpi Gcpf - GcpiWind Pressure

(kPa)

Wind Pressure (kPa)

1 1 -0.43 0.55 -0.98 -0.414

No. Surface Gcpf Gcpi Gcpf - Gcpi

-0.4231 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-3Wind Load

(kN/m)dz (m)Wind Load

(kN/m)

1 1.25 -0.655

No.

Surface-2Wind Load

(kN/m)dz (m)Wind Load

(kN/m)

-0.497

No.

Surface-1Wind Load

(kN/m)dx (m)Wind Load

(kN/m)

Surface

1 3 1.25 -0.497

Surface

21 1.25 -0.819 -0.819

1 1.25 -0.518 -0.5181

No.

Surface-2Wind 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)




Height d = 100 mm

Width bf = 100 mm

3. UNP (100x50x5)


Thickness flange tf = 7.5 mm


Height d = 100 mm

Width bf = 50 mm

4. UNP (150x75x6.5)


Thickness flange tf = 7.5 mm


Height d = 100 mm

Width bf = 50 mm

5. L (100x100x7)




Height d = 100 mm

Width bf = 100 mm

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6. L (50x50x4)




Height d = 50 mm

Width bf = 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

PlantNorth

TrueNorth

A

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Member Properties

No.

1. Structural Steel A-36




5. Structural Steel A-376. Structural Steel A-37

L 100x100x7 Bracing, Beam, RafterBracing

Beam

Column, Beam

Column

Beam

RemarkMaterial

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

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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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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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 1111 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 RatioBeam Design Property All. 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 mmRemarks of "Δmax < Δall" PASS

2. Beam (L 100x100x7)




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. ratioProperties

H 150x150x7

H 100x100x6

UNP 150x75x6.5

UNP 100x50x5

0.062

0.023

0.193

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3. Rafter ([ 100x50x7)




Horizontal Displacement

1. Column (H 100x100x6)




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

AND PUMP SHELTER STRUCTURE

Beam 1 Beam 2

Column Bracing

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Rev : A


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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 stressLwf = 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

55

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

_________________________________________________________________________________________

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

Rev : A


(PULAU GADING)



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 capacityTall = Allowable tension capacity

Mall = kN.mTall = 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:




57.6 67.2 315 275 11 10.6 57.60 275.20 10.60




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

≤ 130.24 523.63

M+

T≤ 1

_________________________________________________________________________________________

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

Rev : A


(PULAU GADING)






48.0 56.8 172 254 5.41 9.99 48.00 171.65 5.41







67.2 57.7 196 240 4.17 9.37 57.69 196.13 4.17




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

130.24 523.63

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

≤ 110.60 275.20

Beam

Member

H 100x100x6

Member

L 100x100x7

M

_________________________________________________________________________________________

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

Rev : A


(PULAU GADING)



UNP 150x75x6.5

1st check:


2nd check


H 100x100x6

1st check:


2nd check


L 100x100x7

1st check:


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

_________________________________________________________________________________________

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

Rev : A


(PULAU GADING)



2nd check


M+

T≤ 1

30.24 523.63

0.083+

9.195≤ 1

30.24 523.63

_________________________________________________________________________________________

calculation for service platform & pump shelter structure

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