Advanced Package Training Scaffolding 2011.1 - Scia-Software GbR

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20 Advanced Training 20% of the total pressure is entered on the walls. This equals a total maximal wind pressure of 0.76 kN/m² x 0.2 = 0.152 kN/m². Code EN 12811-1 §6.2.7.4.1.: To make allowance for equipment or materials which are on the working area, a nominal reference area shall be assumed at its level over its full length. This area shall be 200 mm high measured from the level of the working area and includes the height of the toeboard. The loads resulting from the wind pressure on this area shall be assumed to act at the level of the working area. In this example, the toeboards are already calculated in the “20% of the total surface”: In this example the toeboards are 150mm high. The area of EN12811-1; §6.2.7.4.1 is 200mm so it is necessary to calculate with an extra height of 50mm (200mm-50mm) due to equipment of the working area. 50mm high on a total length of 2m (= 2000mm) corresponds to 2.5% (=50/2000). So the the wind pressure is: 0.152 kN/m² + (0.025 x 0,76kN/m²) = 0.17 kN/m². Note 1 When inputting netting on the structure the following procedure can be taken into account to calculate the wind pressure on the structure (Netting = 50%): Note 2 - Calculate the wind force - 50% of the wind will be stopped by the netting and carried by the first columns - 20% of the other 50% of this wind will be inserted on the first plane - 20% of the other 50% of this wind will be inserted on the second plane - ... In this paragraph the wind has been calculated as a wind pressure. In EN 12810-1a calculation with wind forces instead of wind pressures. The difference of this method with the EN 1991-1-4 will be discussed in Annex A. Load Case 7: Maximal Wind load Parallel to Facade In an analogous way, the Maximal Wind load is entered parallel to the facade on the structure. Also here maximal wind pressures of 0.17kN/m² are entered. Load Case 8: Working Wind load Perpendicular to Facade The code EN12811-1 prescribes that if the scaffolding is into service, it only needs to be loaded with the so-called working wind load. This working wind load is calculated analogously to the Maximal Wind load on the scaffolding, but a reference wind pressure of 0.2 kN/m² is assumed. The calculation is done analogous to the maximal wind pressure, only the reference wind pressure of 0.429 kN/m² (=26,2m/s) from item “Load Case 8” is now replaced by 0.2 kN/m²:
q p e 21 Scaffolding EN 12811-1 §6.2.7.4.2: A uniformly distributed velocity pressure of 0,2 kN/m2 shall be taken into account. To make allowance for equipment or materials being on the working area, a nominal reference area as defined in 6.2.7.4.1, but 400 mm high, shall be used in calculating working wind loads. ( z) = c ( z) ⋅ 0, 2kN / m² = 1, 77 ⋅ 0, 2kN / m² = 0, 354kN / m² The toeboards in this example are 150 mm high. In total an extra height of 250 mm (= 400mm – 150mm) is calculated with. This corresponds to 12.5% of the total construction (= 250/2000). Subsequently, the wind pressure is multiplied by 20% (total surface of the members) and 12.5% (due to accumulation of material). So the wind pressure is: 0,354 kN/m² x (0.2+0,125) = 0,115 kN/m² Load Case 9: Working Wind load Parallel to Facade In an analogous way, the working wind load is entered parallel to the facade on the structure. In this case, the wind pressures are also 0.115 kN/m². Linear Load Combinations With the principles described earlier in this chapter, the following load cases are made: Combination 1: Out of service, Wind perpendicular BG1 Self weight BG2 Self weight toeboards BG5 Service load 25% fully BG6 Maximal wind load perpendicular with facade Combination 2: Out of service, Wind parallel BG1 Self weight BG2 Self weight toeboards BG5 Service load 25% fully BG7 Maximal wind load parallel with facade Combination 3: Into service, Wind perpendicular BG1 Self weight BG2 Self weight toeboards BG3 Service load Main floor BG4 Service load Main floor BG8 Working wind load perpendicular with facade
Page 1 and 2: Advanced Package Training Scaffoldi
Page 3 and 4: Contents 1. Introduction ..........
Page 5 and 6: 1. Introduction 5 Scaffolding This
Page 7 and 8: Materials 7 Scaffolding For the mat
Page 9 and 10: FLOOR BOARDS 9 Scaffolding The inpu
Page 11 and 12: END INPUT OF CONSTRUCTION 11 Scaffo
Page 13 and 14: q2: Partial area load (EN12811-1, 6
Page 15 and 16: Load Case 1: Self Weight 15 Scaffol
Page 17 and 18: 17 Scaffolding In the example discu
Page 19: 1 2 q p ( z) = ce ( z) ⋅ qb = ce
Page 23 and 24: 4. Results It is recommended to fir
Page 25 and 26: 6. Scaffolding SLS Check - EN 12811
Page 27 and 28: 7. Steel Code Check ULS Check - EN
Page 29 and 30: Stability Check Buckling data 29 Sc
Page 31 and 32: - Go to the menu “Steel -> Check
Page 33 and 34: 8. Scaffolding ULS Check - EN 12811
Page 35 and 36: 9. Non-Linear Combinations Overview
Page 37 and 38: 1a 5.2.2(3)c lb based on a global b
Page 39 and 40: These inclination functions are ent
Page 41 and 42: 41 Scaffolding The buckling curve u
Page 43 and 44: 43 Scaffolding In this figure, the
Page 45 and 46: Start Choose ΔF u0 = 0 F0 = 0 F =
Page 47 and 48: 47 Scaffolding As specified, the Ne
Page 49 and 50: 49 Scaffolding In the results menu,
Page 51 and 52: ∙ + ∙ = ∙ The equation f
Page 53 and 54: Example Stability_Imperfe Imperfect
Page 55 and 56: Buckling Shape [-] A polynomial has
Page 57 and 58: 57 Scaffolding Using this combinati
Page 59 and 60: 12. Input Hinge Types and non-linea
Page 61 and 62: The rigidities are filled out and t
Page 63 and 64: 63 Scaffolding It is assumed that t
Page 65 and 66: 13. Scaffolding - Coupler Check Whe
Page 67 and 68: The internal force My for this beam
Page 69 and 70: Example ULS Check - Scaffolding che
Page 71 and 72:
71 Scaffolding
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73 Scaffolding Where L is the membe
Page 75 and 76:
75 Scaffolding
Page 77 and 78:
Shear The design value of the shear
Page 79 and 80:
For a solid bar, round tube and hho
Page 81 and 82:
17. Template To create a template,
Page 83 and 84:
3. Inserting the user block into an
Page 85 and 86:
Annex A: Wind pressure versus Wind
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