D12.A.5 Stability Check According to NPD
D12.A.5.1 Buckling of pipe members
Tubular beam-columns subjected to compression and lateral loading or end moments shall be designed in accordance with NPD 3.2.2
- σc = N/A = axial compressive stress
- νmk = structural coefficient
- B = bending amplification factor = 1/ (1 - μ), B is taken as the larger of Bz and By
- Bz = bending amplification factor about the Z-axis
- By = bending amplification factor about the Y-axis
- lk = kl
- k = effective length factor
- fk = characteristic buckling capacity according to NS fig. 5.4.1a, curve A.
D12.A.5.2 Interaction with local buckling, NPD 3.2.3
If the below conditions are not satisfied, the yield strength will be replaced with characteristic buckling stress given in NPD 3.4.
members subjected to axial compression and external pressure
members subjected to axial compression only
D12.A.5.3 Calculation of buckling resistance of cylinders
The characteristic buckling resistance is defined in accordance with NPD 3.4.4
- σa ≥ 0 when σa0 = 0
- σa < 0 when σa0 = -σa
- σb ≥ 0 when σb0 = 0
- σb < 0 when σb0 = -σb
- σp ≥ 0 when σp0 = 0
- σp < 0 when σp0 = σp
- σa = design axial stress in the shell due to axial forces (tension positive)
- σb = design bending stress in the shell due to global bending moment (tension
- σp = σΘ = design circumferential stress in the shell due to external pressure (tension positive)
- τS = design shear stress in the shell due to torsional moments and shear force.
- fea, feb, fep and feι are the elastic buckling resistances of curved panels or circular cylindrical shells subjected to axial compression forces, global bending moments, lateral pressure, and torsional moments and/or shear forces respectively.
D12.A.5.4 Elastic buckling resistance for un-stiffened, closed cylinders
The elastic buckling resistance for un-stiffened closed cylinders according to NPD 3.4.6 is:
where k is a buckling coefficient dependent on loading condition, aspect ratio, curvature, boundary conditions, and geometrical imperfections. The buckling coefficient is:
The values of ψ, ζ, and p are given in Table 4.1 for the most important loading cases.
|Axial or Bending stress||1||0.702 Z|
|Torsion and shear force||5.34||0.856 Z0.75||0.6|
|Lateral pressure||4||1.04 Z0.5||"|
|Hyrdostatic pressure||2||1.04 Z 0.5||"|
The curvature parameter is defined by
For long shells the elastic buckling resistance against shear stresses is independent of shell length. For cases with:
the elastic buckling resistance may be taken as:
D12.A.5.5 Stability requirements
The stability requirement for curved panels and un-stiffened cylindrical shells subjected to axial compression or tension, bending, circumferential compression or tension, torsion or shear is given by NPD 3.4.7:
σj < fkd
where the design buckling resistance is
D12.A.5.6 Column buckling, NPD 3.4.9
For long cylindrical shells it is possible that interaction between shell buckling and overall column buckling may occur because second-order effects of axial compression alter the stress distribution as compared to that calculated from linear theory. It is necessary to take this effect into account in the shell buckling analysis when the reduced slenderness of the cylinder as a column exceeds 0,2 according to NPD 184.108.40.206.
σbshall be increased by an additional compressive stress which may be taken as:
λ = slenderness of the cylinder as a column.
B, σa, σb, and μ are calculated in accordance with NPD 3.2.2.