a-uae-6060-26 - jet a-1 tank load calculations
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Project Number:- A-UAE - 6060-26
Contractor:- Sinopec
Site:- Oil Terminal at HamriyaInternal Independent Access Scaffold for Jet A-1 Tank
Calculations
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Customer Status
Sinopec International Petroleum Service Corporation
Site Drawing Ref. Prepared By Checked By
Job Description Date Page
Internal Independent Access Scaffold for Jet A-1 Tank of
Calculations Cover Sheet
Objectives
To provide analysis & calculations for the design of internal independent access scaffold to tank
Codes & References
THE FOLLOWING TECHNICAL INFORMATION HAS BEEN USED IN THE PREPARATION OF
THESE DESIGN CALCULATIONS :- ( WHERE APPLICABLE )
TG 20 : 05 Technical Guidance on the use of BS EN 12811-1
BS 5973 : 1993 ACCESS AND WORKING SCAFFOLDS
Table 6 : Mass of Scaffolding Materials
Table 12 : Section Properties of Scaffold Tube
Table 13a : Properties of Scaffold Boards
Table 13b : Properties of Timber other than Scaffold Boards
Table 14 : Maximum Permissible load in Steel Scaffold tube
Table 16 : Safety Coefficients
Table 17 : Safe Working Loads for Individual Couplers & Fittings
BS 5975 : 1996 CODE OF PRACTICE FOR FALSEWORK
BS 449 : PART 2 : 1969 THE USE OF STRUCTURAL STEEL IN BUILDING
BS 6399 : PART 2 : 1996 CODE OF PRACTICE FOR WIND LOADS
BS 6399 : PART 3 :1988 LOADING FOR BUILDINGS
Manufactures data
Calculation Method
Analysis of the Scaffold Structure for Gravity Loads shall be done manually on Microsoft Excel worksheets .
All calculations are done in SI metric Units.
Design Criteria
Scaffold boards shall be checked for permitted spans as per manufacturer's recommendation / British Standards
Transoms shall be checked for Max. Bending & Shear due to dead and Live loads
Ledgers shall be checked for Max. Bending & Shear due to Dead and Live loads
Standards shall be checked for Max. Axial forces due to Dead and Live Loads
Design Considerations
* Access Scaffold to be used for painting & Blasting ie Load Rating of scaffold = 1.5kN/m2
* Access Scaffold will be fully boarded!!
* Max. No. of working platform not to excced 3 at any given one time (Worst Case Senario)
* Scaffold will be butted into existing structure for stability.
* Scaffold shall not be sheeted.
MWR
The Purpose of this calculations is to check the structu ral adequacy of Scaffold tubes, couplers and other scaffolding
components as British Standards
1
For Approval
6January 4, 2015
EMKOil Terminal at Hamriyah Free Zone A-UAE-6060-26
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Customer Status
Sinopec International Petroleum Service Corporation
Site Drawing Ref. Prepared By Checked By
Job Description Date Page
Internal Independent Access Scaffold for Jet A-1 Tank of
Design Parameters:-
Main Access ( Independent)
Live Load on scaffold (Working Platform) = kN/m² Light Duty Scaffold
Max Height o f Scaffold =
Total No. of Boarded Levels at any one time = Main Access (Worst Case Senario)
Max. No. of Working Lifts = Main Access (Worst Case Senario)
Ladder Access Tower
Live Load on scaffold (Acc ess Platform) = kN/m² Access only i.e. Ladder access
Total No. of Boarded Levels at any one time = Access Ladder Tower (Worst Case Senario)
Max. No. of Working Lifts on Access Tower = Access Ladder Tower (Worst Case Senario)
i) Examining Loads on Scaffold boards
1) Span of Boards = m ( Max Span)
2) Width of Boards = m
m
Unit Weight of Board = kN/m2
Wt. of Board = kN/m2
x m = kN/m
Live load = kN/m2
x m = kN/m
Design Load = kN/m
Max. Bending Moment = W x l /8
M = x ./ 8 kNm
Based on BS 5973:1993 page 80
Allowable Bending moment for Timber Scaffold Board
225mm x 38mm Board = kNm
Actual < Allowable
kNm < kNm S A F E !
For Approval
Oil Terminal at Hamriyah Free Zone A-UAE-6060-26 EMK
January 4, 2015 1
MWR
6
0.063
0.225
0.39
0.468
0.225
17.8m
9
4
0.75
1.50
9
3
0.225
0.225
1.25
0.225
1.25
0.39 (1.25)2
= 0.063
0.468
1.50
0.05
0.34
Timber Board
TYPICAL BAY = 3.8m
2500 1300
9 0 0
2 5 0 0
1 3 0 0
9 0 0
2 5 0 0
1 3 0 0
DENOTES TRANSOMS
@ Max. 1.25m C/C
DENOTES
MAKE - UP BAY
LADDER ACCESS
TOWER
9 0 0
4.0m BOARDS 1. 8 m B
O A R D S
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Customer Status
Sinopec International Petroleum Service Corporation
Site Drawing Ref. Prepared By Checked By
Job Description Date Page
Internal Independent Access Scaffold for Jet A-1 Tank of
ii) Examining Loads on Transoms A ( Independent Scaffold)
1) Span of transom = m (Max.)2) Max Tributary Width of Transom = m
m
Wt. of Board = kN/m2
x m = kN/m
Wt of Transom = Kg/m x = kN/m
Live load = kN/m2
x m = kN/m
Design Load = kN/m
Steel Tube 3.2mm
Length 1.30 m
Beam influence width 1.00 m
Second Moment of Area 11.60 cm^ 4
Elastic Modulus 210000 N/mm2
APPLIED LOADING
Distributed Loads
Beam infl uence w idth 1.00 m
2.20 kN/m² @ 0.000 m --> 2.20 kN/m² @ 1.300 m
REACTIONS (+ve Upward) ... Non-Reversible 1.43 kN @ 0.00 m
1.43 kN @ 1.30 m
RESULTS SUMMARY
Max. Reaction 1.43 kN @ 0.000m
Max. Sag BM 0.46 kNm @ 0.650m Allowable Bending = 1.0kNm ………Ok
Max. Shear Force 1.43 kN @ 0.000m Allowable Shear Force = 36.4kN …..…Ok
For Approval
Oil Terminal at Hamriyah Free Zone A-UAE-6060-26 EMK MWR
January 4, 2015 1 6
1.50 1.25 1.88
1.30
0.225 1.25 0.28
1.3
0.04
2.20
4.37 0.00981
1.25
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Customer Status
Sinopec International Petroleum Service Corporation
Site Drawing Ref. Prepared By Checked By
Job Description Date Page
Internal Independent Access Scaffold for Jet A-1 Tank of
iii) Examining Loads on Transoms B ( Ladder Access Tower)
1) Span of transom = m (Max.)
2) Max Tributary Width of Transom = m
m
Wt. of Board = kN/m2
x m = kN/m
Wt of Transom = Kg/m x = kN/m
Live load = kN/m2
x m = kN/m
Design Load = kN/m
Steel Tube 3.2mm
Length 2.5 m
Beam influence width 1.00 m
Second Moment of Area 11.60 cm^ 4
Elastic Modulus 210000 N/mm2
APPLIED LOADING
Distributed Loads
Beam influence width 1.00 m
0.86 kN/m² @ 0.000 m --> 0.86 kN/m² @ 2.500 m
REACTIONS (+ve Upward) ... Non-Reversible
1.07 kN @ 0.00 m
1.07 kN @ 2.50 m
RESULTS SUMMARY
Max. Reaction 1.07 kN @ 2.500m
Max. Sag BM 0.67 kNm @ 1.250m Allowable Bending = 1.0kNm ………Ok
Max. Shear Force 1.08 kN @ 2.500m Allowable Shear Force = 36.4kN …..…Ok
For Approval
Oil Terminal at Hamriyah Free Zone A-UAE-6060-26
0.83 0.62
0.86
EMK MWR
January 4, 2015 1 6
0.00981 0.04
0.19
1.80
0.225 0.83
4.37
0.75
2.5
0.833
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Customer Status
Sinopec International Petroleum Service Corporation
Site Drawing Ref. Prepared By Checked By
Job Description Date Page
Internal Independent Access Scaffold for Jet A-1 Tank of
iv) Examining Loads on Ledgers
1) Span of Ledger = m (Max.)
2) Load acting on ledger from transom - See sketch below
Steel Tube 3.2mm
Length 2.50 m
Beam influence width 1.00 m
Second Moment of Area 11.60 cm^4
Elastic Modulus 210000 N/mm2
APPLIED LOADING
Point Loads
1.40 kN @ 1.25 m
REACTIONS (+ve Upward)
0.70 kN @ 0.00 m
0.70 kN @ 2.50 m
RESULTS SUMMARY
Max. Reaction 0.70 kN @ 0.000m
Max. Sag BM 0.88 kNm @ 1.250m Allowable Bending = 1.0kNm ………Ok
Max. Shear Force 0.70 kN @ 0.000m Allowable Shear Force = 36.4kN …..…Ok
v) Examining Axial Loads on Standard
For Approval
Oil Terminal at Hamriyah Free Zone A-UAE-6060-26 EMK
2.5
January 4, 2015 1
MWR
6
2500
1250 1250
1.4kN
2500 1300 1 2 45
9 0 0
2 5 0 0
9 0 0
18 0 0
DENOTES
MAKE - UP BAY 4.0m Boards
TYPICAL TRAPEZIUM
BAY (INTERNAL)
TYPICAL TRAPEZIUM
BAY (EXTERNAL)
2500
2 5 0 0
B
B
WORST LOADED STANDARD
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Customer Status
Sinopec International Petroleum Service Corporation
Site Drawing Ref. Prepared By Checked By
Job Description Date Page
Internal Independent Access Scaffold for Jet A-1 Tank of
Effective Area of Standard (Boards) = m
2
Wt. of Board = kN/m2
x m2
x = kN
Wt. of 2.5m Tubes (ledgers) = kg x x = kN
Wt. of 1.3m Tubes (ledgers) = kg x x = kN
Wt 3.0m Tubes (Bracing) = kg x x = kN
Wt 3.0m Standard = kg x x = kN
Wt of Couplers = kg x x = kN
Live load (Access Tower) = kN/m2
x m2
x = kN
Live load (working Platform) = kN/m2
x m2
x = kN
= kN
Add 10% for Overlaps = kN
As per Harsco Datasheets axial load on 2.0m effective length of Cuplok Standard = 33.0kN
:- kN < kN ACCEPTABLE
1 6
0.75 1.56 4 Lifts 4.68
23.16
23.16 33.00
21.06Total Axial load
1.49 0.00981 18 No 0.26
1.50 1.24 3 Lifts 5.58
1.05
16.60 0.00981 6 No 0.98
No
0.00981 21 No8.90
5.670.225 2.800 9 Lifts
1.83
2.8
10.68 0.00981 10 No
4.89 0.00981 21 1.01
For Approval
Oil Terminal at Hamriyah Free Zone A-UAE-6060-26 EMK MWR
January 4, 2015
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The following pages are Data Sheets that are referred to in
hese calculations being submitted.
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© SGB cup147a.doc
LoadingsIssue ADate 12/03/98 Page
CUPLOK Support - Grade 43 Verticals
Vertical Loads on 1.5m and 2.0m Lifts
The vertical loads given below may be used on Cuplok support verticals when the following criteria is
met:-
1. A scheme drawing is prepared by an SGB International Design Office or by a Customers ownTemporary Works Department.
2. The scheme drawing must be checked by a competent designer other than the original designer.
3. The checking of the completed falsework structure against the scheme drawing is the responsibility of the Contractor/Customer but the Technical Services Department must be prepared to assist whennecessary.
4. The rules for bracing must be observed.
5. An effective brace must extend from forkhead to base plate level. If braces are terminated within the
structure the vertical component force must be added to all other vertical forces and the total must notexceed the loads stated.
6. The first and last Cuplok node point in the verticals must be laced with horizontals.
7. The falsework structure must be 4 or more bays long in both directions. Revert to the loads stated onpage 521, if this cannot be achieved.
8. All the vertical loads are applied axially, but see clause 7.3 of BS 5975.
9. Jacks at the head and base level may be loaded to values shown below provided they are fully and
effectively braced against horizontal loads.
Bracing
Bracing satisfies 2 conditions. It provides nodal restraint and resists external forces. Providing theworst condition is catered for both conditions, satisfied.
This bracing can be provided externally, i.e. by the permanent works, or internally by the Cuplokbracing system. In any event the bracing system must be capable of restraining 2.5% of the verticalloads appied horizontally or all the known loads + 1% whichever is greater. Base and top jacks mustbe effectively braced in both directions. The direction of the braces must be alternated. A diagonal
brace may be used to support a number of base/top jacks provided the base plate/fork heads areeffectively linked by the ground/formwork.
Guidance Note
For this heavier duty and in particular when new equipment is supplied, it will greatly assist in thestriking of the falsework if the top screw jacks are lubricated. A release tool is also available.
Lift Internal Verticals (kN) External Verticals (kN)
Height (m) 1.8m Horizontalsand below
2.5m Horizontals 1.8m Horizontalsand below
2.5m Horizontals
1.5 51.5 50.7 44.0 42.2
2.0 43.7 40.7 35.0 31.7
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© SGB cup120a.doc
LoadingsIssue ADate 12 3 98 Page 10 of 10
CUPLOK Support - Grade 43 Verticals
Permissible Loads - General Formwork and all Main Lifts
When jacks are braced, base and top lifts are considered as main lifts
The permissible load per vertical, when using forkheads orheadplates, are shown on the following pages with separategraphs for top lifts and base lifts. This information appliesfor jacks unbraced. The strength of the jack is automaticallyallowed for by reading off against the appropriate value of extension and horizontal load.
Values are given for the case of the horizontal in the first
cup from the top or bottom of the vertical and for thehorizontal in the second cup. The horizontal in the first cupis to be preferred. The permissible loads per vertical are
shown on pages to
The tables below show the permissible loads per vertical forall main lifts. The values apply regardless of the type of formwork to be supported and where the maximum lengthof bay does not exceed 2.7m.
Permissible Loads per Vertical for Main Lifts in kNInternal Verticals
Main Lift (m) Vertical Load (kN)1.00 57.0
1.50 45.0
2.00 33.0
2.50 23.0
External Verticals
Bay Length (mm)
Lift (m) 600 900 1200 1800 2500
1.0 57.0 57.0 57.0 57.0 57.0
1.5 45.0 44.5 43.5 43.0 42.5
2.0 33.0 31.5 30.5 29.0 28.5
Vertical Top
First Horizontal Levelone cup down
Vertical Top
Vertical Base
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CALCULATION INFORMATION SHEET Job No: A-UAE-6060-26
Title: Internal Independent Access Scaffold for Jet A-1 Tank Sheet No: 1 of 2
Prepared by:EMK
Date:1/04/2015
Customer: Sino ec Checked by:MWR
Date:1/04/2015
Depot: Hamriyah
P08/083/E1
Properties of Steel tube Standard scaffold tube in accordance with EN39 / TG20 / BS EN 12811-2
Outside diameter = 48.3 (±0.5) mm Zp (S in TG20) = 7.87 cm3
Wall thickness = 4.0 (+0.47/-0.4) mm Ze = 5.70 cm
3
Cross sectional area = 5.57 cm2 Allowable BM. = 1.12 kNm
Mass = 4.37 kg/m Allowable shear = 29.85 kN
I = 13.8 cm4 Min yield strength = 235 N/mm
2
r = 1.57 cm Modulus of Elasticity = 210000 N/mm2
Note: All tube will be galvanised therefore take as new.
Properties of Aluminium tube Standard scaffold tube in accordance with BS 1139-1.2 / TG20
Outside diameter = 48.3 (±0.5) mm Zp (S in TG20) = 8.61 cm3
Wall thickness = 4.47 (±0.56) mm Ze = 6.18 cm3
Cross sectional area = 6.15 cm2 Allowable BM. = 1.33 kNm
Mass = 1.67 (-7.5%) kg/m Allowable shear = 25.52 kN
I = 14.9 cm4 Min yield strength = 255 N/mm
2
r = 1.56 cm Modulus of Elasticity = 70000 N/mm
2
All owable tube strut loads (For tube of above properties) – TG20
EffectiveLength
(Le)
Safe AxialLoad (Pc)
Steel
Safe AxialLoad (Pc)
Aluminium
EffectiveLength
(Le)
Safe AxialLoad (Pc)
Steel
Safe AxialLoad (Pc)
Aluminium
EffectiveLength
(Le)
Safe Axial Load(Pc)
Steel
Safe Axial Load(Pc)
Aluminium
0.6m 70.9kN 79.3kN 1.8m 33.7kN 17.5kN 3.0m 15.2kN 6.6kN
0.8m 65.0kN 64.8kN 2.0m 29.1kN 14.4kN 3.2m 13.6kN 5.8kN
1.0m 58.6kN 48.9kN 2.2m 25.3kN 12.0kN 3.4m 12.2kN 5.2kN
1.2m 51.9kN 36.5kN 2.4m 22.0kN 10.1kN 3.6m 11.0kN 4.6kN
1.4m 45.3kN 27.9kN 2.6m 19.3kN 8.7kN 3.8m 10.0kN 4.2kN
1.6m 39.2kN 21.8kN 2.8m 17.1kN 7.5kN 4.0m 9.1kN 3.8kN
Scaffold boards Scaffold boards in accordance with BS 2482 / TG20
Standard Super Boards Omega Timber BattenWidth = 225mm 225mm 225mm
Thickness = 38mm (±2mm) 38mm (±2mm) 63mm (±3mm)
Mass per unit length = 6kg/m 6kg/m 10kg/m
Mass per unit area = 25kg/m2 25kg/m
2 41kg/m
2
Max. Support = 1.2m (+100mm) 1.5m (+100mm) 2.5m
Min. Section Modulus = 47.5cm3 47.5cm
3 132cm
3
Allowable BM. (1 board) = 0.48kNm 0.63kNm 1.30kNm
Allowable BM. (4 boards) = 0.71kNm 1.01kNm 1.30kNm
Board Overhang - Min = 50mm 50mm 50mm
Board Overhang - Max = 150mm 150mm 250mm
Scaffold Coupler Safe Working Loads Couplers in accordance with EN 74 / TG20 / BS 1139-2.2 / Independent Tests
Slipping force Shear Axial
Right angle coupler (Class A) = 6.10kN
Right angle coupler (Class B) = 9.10kN
Harsco MK3A right angle = 12.50kN
Swivel coupler (Class A) = 6.10kN
Sleeve coupler (Class A) = 3.60kN
Parallel coupler (Class A) = 6.10kN
Putlog (Single) coupler = 0.63kN
Harsco Brace DH = 5.00kN
Spigot pin = 21kN
Adjustable Base / FH = 30kN
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CALCULATION INFORMATION SHEET Job No: A-UAE-6060-26
Title: Internal Independent Access Scaffold for Jet A-1 Tank Sheet No: 1 of 2
Prepared by:EMK
Date:1/04/2015
Customer: Sino ec Checked by:MWR
Date:1/04/2015
Depot: Hamriyah
P08/083/E1
All owable BM. & shear for scaffolding beams.
Steel Beam Type
Chord
Centres Maximum Allowable Bending Moment Allowable Shear / Reaction
Unit beam 610mm 27.7kNm (Bolt shear) 20.0kN
Surebeam 305mm 13.5kNm (3m spans and over) 18.0kN
Harsco MKII Soldier 38.0kNm (10.0kNm at joint) 75.0kN
Note: In accordance with permissible stress design (BS 5975) the allowable working stresses for steel can be increased by25% when the over load is solely due to wind (e.g. for steel components as indicated above in red).
Aluminium
Beams
Chord
Centres
Maximum Allowable Bending Moment at Various Compression Chord
Bracing Centres
All owable
Shear /
Reaction Harsco Code Numbers
1.0m 1.2m 1.5m 1.8m 2.0m 2.25m 2.4m
Harsco (SGB)400 (Coverspan) 400mm 18.6kNm - 11.2kNm - 7.0kNm - - 17.4kN
068313, 068314,
068315, 068316,068318
S450 400mm 18.5kNm - 11.2kNm - 7.0kNm - - 12.0kN 068604, 068606,
068608
Note: When combining Harsco (SGB) 400 (Coverspan) and S450 aluminium beams the lower of values above should beused.
Coverspan 610 610mm - 24.0kNm - 13.0kNm - - 7.9kNm 17.1kN 068402, 068403,068404, 068405
Coverspan 750 750mm - 43.8kNm - - - - 38.4kNm 31.5kN
068472, 068473,068474, 068475,068476, 068477
Haki Super 75 702mm - - - - 41.3kNm 41.3kNm - 30.6kN 4032125, 4032225,4032325, 4032625
DAX 750 Beam 702mm 40.3kNm - - - 27.7kNm - - 38.2kN
068621, 068622,068623, 068624,
068626
Aluminium Beams Self Weight (Beam only) Area IXX IYY
Harsco (SGB) 400(Coverspan) 4.5kg/m 11.10cm
2 4484.88cm
4 29.87cm
4
S450 4.5kg/m 11.10cm2 4481.00cm
4 29.00cm
4
Coverspan 610 6.5kg/m 12.30cm2 11481.30cm
4 30.48cm
4
Coverspan 750 5.9kg/m 12.30cm2 17096.63cm
4 29.53cm
4
DAX 750 Beam 6.4kg/m 12.30cm2 15195.94cm
4 29.87cm
4
Note: Secondary bending may need to be checked.
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Regional Head Office
Quebeisi SGB LLCP.O. Box 37656,
Dubai,
United Arab Emirates.Tel: +971 (0)4 813 2000
Fax: +971 (0)4 813 2001www.beis.com