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



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



Customer Status





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



Customer Status





ii) Examining Loads on Transoms A ( Independent Scaffold)

1) Span of transom = m (Max.)2) Max Tributary Width of Transom = m

m


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



Customer Status





iii) Examining Loads on Transoms B ( Ladder Access Tower)

1) Span of transom = m (Max.)

2) Max Tributary Width of Transom = m

m


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


Second Moment of Area 11.60 cm^ 4


APPLIED LOADING

Distributed Loads


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




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



Customer Status





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


Second Moment of Area 11.60 cm^4


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




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



Customer Status





Effective Area of Standard (Boards) = m

2


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





The following pages are Data Sheets that are referred to in

hese calculations being submitted.



© 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



© 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



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






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



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.



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

Documents

A-UAE-6060-26 - Jet a-1 Tank Load Calculations