calculationnote scaffold enn 1280 0– –5nn – –sw073...

AFIX group Nv. Durmelaan 20 9880 Aalter Belgie/ Belgium Tel: 0(032)9381 61 01 Fax: 0(032)9381 61 00 http://www.afixgroup.com

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This note may only be copied entirely. O. ref. S06.137 – Afix

Calculationnote AFIX SCAFFOLD EN 1280 – 5N – SW073 / 257 – H2 – A - 2/23

A – Calculationnote Scaffold

1) Classification of the scaffold:

SCAFFOLD EN 1280 – 5N – SW073 / 257 – H2 – A - LA

class In accordance with: Service load 1 4,5kN/m² 5 Table 3 of EN 12811-1:2003Not designed with drop test N Table 1 of EN 12810-1:2003System Width 0,73m SW073 Table 1 of EN 12811-1:2003Bay Length 2,57m 257Headroom 2,00m H2 Table 2 of EN 12811-1:2003Without cladding facilities A Table 1 of EN 12810-1:2003Vertical Access Method Ladder LA Table 1 of EN 12810-1:2003

2) General properties of the scaffold:

Total Width (length): 10,28m Working height: 24,50m in accordance with the specifications in § 7.2.2 a) of EN 12810-1:2003

3) Construction of the structure It concerns a steel structural framework, consisting of iron tubes with a diameter of

48,3mm and a wall thickness of 3,2mm Steel quality: St 52-3, corresponding with AE355

Dimensions:

− − − −

Spindle – base plate:

Vertical standards:

Upper vertical standards: Horizontal ledgers:

base plate with iron tubes with a length of 0,6m

composed from iron tubes with a length of 2,00m

iron tubes with a length of 3,00m

iron tubes with a length of 0,73 m (perpendicular to the front)

Iron tubes with a length of 2,57m (parallel to the front)

−

Diagonal: positioned in the corners of vertical standards and the horizontal ledgers, perpendicular as well as parallel to the front. (diagonal braces)

Construction in accordance with the specifications in Table 2 of EN 12810-1:2003.

1 See 5) Loads


4) Preconditions The spindles – base plates - can’t take up negative forces. We suppose that the

construction can be put on an underground with supporting power, which can support the reactions without deformation, as mentioned in appendix 10 (mentioned in kN).

We suppose that the reactions in the anchoring can be taken up by surface behind te

scaffold (appendix 10). The horizontal ledgers are considered as hinged between the Standards.

The diagonal braces are considered as hinged between the Standards.

This note is for a scaffold without sails. For the use of a scaffold with sails, a separate

wind calculation must be executed. Connections are provided (each 4m, vertical measured) between the scaffold and the

surrounding area, according to the specifications in § 7.2.3.2 of EN 12810-1:2003 These can take up positive as well as negative reactions in the horizontal surface (anchoring)

De vertical standards are considered as a continuous profile. This is an approximation

of the real connection from tube- to tube with a pin- hole connection.

5) Loads

1) Under mentioned loads occur as defined in Table 3 of EN 12811-1:2003. The calculation is made and checked if the scaffold complies with the loads, for load class 5 scaffolds. This scaffold is used for brickwork, framing of concrete elements, plasterwork,… according to appendix A of the former HD 1000.

2) Permanent load:

Steel platform = 250N/m² (as defined in EN 12811-1:2003, § 6.2.1 a) )

Mobile load:

Table 3 of EN 12811-1:2003 the uniform mobile load is 4,5kN/m².

We consider the load situation with the mobile load 100% on the upper work area and 50% on the work area under it, in accordance with the specifications in § 6.2.9.2 a) 3) of EN 12811-1:2003.

Wind load:

We consider a uniform working wind load according to § 6.2.7.4.2 of EN 12811-1.

Load = 0,20kN/m² on the projected surface of the steel Structure and 400mm nominal reference (to make allowance for equipment or materials being on the working area).


6) Calculation

1) The calculation has been executed according to Eurocode 3.

2) The results in annexes are the most adverse with a wind load on the longest side.

7) Conclusion and remarks The deflection of any platform, subjected to the loads as mentioned in 5) Loads do not

exceed 1/100 of its span, as mentioned in § 6.3.1 of EN 12811-1:2003. All the divergences remain limited under 1/500 of the length of the ledgers, conform

Eurocode 3. The tensions in the other tubes comply largely with the accepted tensions in steel,

conform Eurocode 3. The structure complies with all the imposed requirements concerning stability and deformation.


B. Calculationnote Side protection

1) General properties of the Side protection: Length: 2,57m Width : 0,73m

Outer diameter: 48,3mm

wall thickness: 3,2mm

Steel quality: St 52-3, corresponding with AE355

2) Preconditions The Side protection is rather carrying from Standard to Standard.

3) Loads Loads According to § 6.2.5.1 EN 12811:

Point Load of 1,25kN in de most unfavorable position (middle) and in a downward position.

4) Calculation The calculation has been executed according to Eurocode 3.

Geometry and position of Point Load = 1,25kN


5) Conclusion and remarks The deflection of the side protection does not exceed 25mm, as mentioned in § 6.3.2 of

EN 12811-1:2003. Max. displacement = 19mm, see below: The displacement from the original line is less than 300mm, as required in § 10.3.3.4 of

EN 12811-1:2003. Max. displacement = 19mm, see below:

Transformation in y-direction [mm] Max: 19mm

The tensions comply largely with the accepted tensions in steel, conform Eurocode 3.

General control – exhaustion (81% of admissible)

The Side protection complies with all the imposed requirements concerning stability and deformation.


C – Calculationnote Platform Unit

1) General:

Length:

variable

(See Appendix 14)

Section: see below

2) Maximum Admissible Uniformly distributed Load on Platform Unit

3) Maximum Admissible Concentrated Load on Platform Unit (at Length/2)

Calculationnote AFIX SCAFFOLD EN 1280 – 5N – SW073 / 257 – H2 – A - LA 8/23


We add 15 Appendixes (A1 - A15), where you may find the following results:

- A1: Input metal construction o Frontal view [cm] pag 10o View from above [cm] pag 10o Left side-view [cm] pag 11o Right side-view [cm] pag 11o Two 3D-views pag 12

- A2: Input permanent load [kN/m] pag 13

- A3: Input mobile load - A4: Input windload

kN/m]

[kN/m]

pag 13

pag 14

- A5: Results in GGT: deformation bending in the x-direction [mm] pag 15

- A6: Results in GGT: deformation bending in the y-direction

[mm] pag 15

- A7: Results in GGT: deformation bending in the z-direction [mm] pag 16

- A8: General resistance from the profiles – bending [%] pag 17

- A9: General resistance from the profiles - cracking [%] pag 17

- A10: (Point of ) supportreactions. (GGT) [kN] pag 18

- A11: Technical drawing Base jack / adjustable base plate pag 19

- A12: Dimensions standard pag 20

- A13: Dimensions Transom pag 21

- A14: Dimensions Platform Unit pag 22

- A15: Connections pag 23

Information

GGT = Userlimitsituation: The loads are not weighed. In this situation there must be checked if the bending – divergence of the construction is not too high (herewith also other tensioncontrols)

UGT = Extremest limitsituation. The loads are weighed with their

corresponding weighfactor (1,35 for permanent loads and 1,50 for mobile loads) Control if the material is not being exhausted.

#Appendixes: 15 (exclusive this)

Calculationnote AFIX SCAFFOLD EN 1280 – 5N – SW073 / 257 – H2 – A - 1010/

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Appendix 1:

Frontal view [cm].

Anchorings On the surface

200

x

257

200

257 200 257 200

257

50

z 0,73

0,73 0,73

0,73

0,73

200

257

200

257

257 50

257

Appendix 1: View from above [cm].


Appendix 1: Left side-view [cm]. Right side-view [cm].


Appendix 1: 3D view 1

Appendix 1: 3D view 2


Appendix 2: Permanent load [kN/m]

Appendix 3: Mobile load [kN/m]


Appendix 4: Windload – Wind on the long front [kN/m]


Appendix 5: Transformation in x-direction [mm] Max: 1mm

Appendix 6: Transformation – in y-direction [mm] Max: 7mm


Appendix 7: Transformation – in z-direction [mm] Max: 3mm


Appendix 8: Resistance of the profiles - bending [%] Max: 69,46%

Appendix 9: Resistance of the profiles - cracking [%] Max: 69,47%


Appendix 10:

Point of support reactions [kN] Max on the ground: 16,580kN (vertical) Max on the surface (construction): 0,760kN (anchoring)


Appendix 11: Technical drawing Base jack / adjustable base plate.

Appendix 12: Dimensions standard


Appendix 13: Dimensions Transom


Appendix 14: Dimensions Platform Unit


Appendix 15: Connections

The stiff connection between the Standards and the Transoms is carried out by hammering a steel key. The connection is in accordance to 7.3.5 of EN 12810

This method makes it possible to connect maximum 4 Transoms and maximum 4 Bracings in vertical plane with the Standard.

The connection is illustrated below:


calculationnote scaffold enn 1280 0– –5nn – –sw073...

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