Post on 04-Jun-2018
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Universitatea Politehnica TimioaraFacultatea de Construcii
Departamentul de Construcii Metalice i Mecanica Construciilor
PL CI CURBE SUBIRI
- CURS 10 -
- -
Proiectarea structurilor din oel
Rezistena i stabilitatea PCS (5)
Conf.dr.ing Adrian CIUTINA
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX C n Ex ressions for linear elastic
C1 General
membrane and bending stresses
Action effects and resistances: characteristic values of the action
effect or resistance are provided when characteristic values of the, .
Notations: specific for membrane theory shells.
Boundary conditions:
the boundary condition notations should be taken as detailed in 5.2.2.
The term clamped should be taken to refer to BC1r and the term
pinned to refer to BC2f.
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX C n membrane and bendin stresses
C2 Clamped base unstiffened cylindrical shells
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX C n membrane and bendin stresses
C2 Clamped base unstiffened cylindrical shells
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX C n membrane and bendin stresses
C3 Pinned base unstiffened cylindrical shells
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX C n membrane and bendin stresses
C3 Pinned base unstiffened cylindrical shells
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX C n membrane and bendin stresses
C3 Pinned base unstiffened cylindrical shells
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX C n membrane and bendin stresses
C3 Pinned base unstiffened cylindrical shells
C4 Internal conditions in unstiffened cylindrical shells
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX C n membrane and bendin stresses
C4 Internal conditions in unstiffened cylindrical shells
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX C n membrane and bendin stresses
C5 Ring stiffener on cylindrical shell
C.5.1 Ring stiffened cylinder: radial force on ring
The stresses in the shell should be determined using the calculated
value of wfrom this clause introduced into the expressions given in C.2.5.ere ere s a c ange n e s e c ness a e r ng, e me o
set out in 8.2.2 of EN 1993-4-1 should be used.
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX C n membrane and bendin stresses
C5 Ring stiffener on cylindrical shell
C.5.2 Ring stiffened cylinder: axial loading
The stresses in the shell should be determined using the calculated
value of wfrom this clause introduced into the expressions given in C.2.5. . .
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX C n membrane and bendin stresses
C5 Ring stiffener on cylindrical shell
C.5.3 Ring stiffened cylinder: uniform internal pressure
The stresses in the shell should be determined using the calculated
value of wfrom this clause introduced into the expressions given in C.2.5. . .
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX C n membrane and bendin stresses
C6 Circular plates with axisymmetric boundary conditions
C.6.1 Plate with simply supported boundary: uniform load
C.6.2 Plate with local distributed load: simply supported boundary
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX C n membrane and bendin stresses
C6 Circular plates with axisymmetric boundary conditions
C.6.3 Plate with fixed boundary: uniform load
C.6.4 Plate with fixed boundary: local distributed load
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX D n Ex ressions for bucklin
D1 Unstiffened c lindrical shells of constant wall thickness
stress design
D.1.1 Notation and boundary
conditions
are set out in 2.3, 5.2.2 and 8.3.
D.1.2 Meridional axial com ression
Critical meridional bucklingstresses
with Cxfound in function of the length
of shell element:
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX D n bucklin stress desi n
D1 Unstiffened cylindrical shells of constant wall thickness
D.1.2 Meridional axial com ression
Meridional buckling parameters
The meridional elastic imperfection factor should be obtained from:
with wkthe characteristic
imperfection amplitude.
. .
Critical circumferential buckling stresses
with Cgiven in Table D4, function of the length of cylinder
Circumferential buckling parameters
e c rcum eren a e as c mper ec on ac or s ou e a en rom
table D.5 for the specified fabrication tolerance quality class.
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX D n bucklin stress desi n
D1 Unstiffened cylindrical shells of constant wall thickness
D.1.4 Shear
Critical shear buckling stresses
Shear buckling parameters
the specified fabrication tolerance quality class.
. . er ona ax a compress on w coex s en n erna pressure
Pressurised critical meridional buckling stress
, unaffected by the presence of internal pressure and may be obtained as
specified in D.1.2.1.
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX D n bucklin stress desi n
D1 Unstiffened cylindrical shells of constant wall thickness
D.1.5 Meridional axial com ression with coexistent internal ressure
Pressurised meridional buckling parameters
The pressurised meridional buckling stress should be verifiedana ogous y o e unpressur se mer ona uc ng s ress as spec e
in 8.5 and D.1.2.2. However, the unpressurised elastic imperfection factor
xmay be replaced by the pressurised elastic imperfection factor x .
The pressurised elastic imperfection factor xp should be taken as thesmaller of the two following values:
xpe -
xpp is a factor covering pressure-induced plastic destabilisation
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX D n bucklin stress desi n
D1 Unstiffened cylindrical shells of constant wall thickness
D.1.6 Combinations of meridional axial com ression circumferential
(hoop) compression and shear
The buckling interaction parameters are obtained from:
With x, , the buckling
reduction factors defined
. . .
Examples of
interaction-relevant
stress components
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX D n bucklin stress desi n
D2 Unstiffened cylindrical shells of stepwise variable wall thickness
D.2.1 General
Notation and boundary conditions
L - overall cylinder length
r- radius of cylinder middle surface
jan integer index denoting the individual cylinder sections
tjthe constant wall thickness of sectionjof the cylinder
j
The expressions may only be used for shells with boundary conditionsBC1 or BC2 at both edges, with no distinction made between them.
Geometry and joint offsets
It is considered that the wall thickness of the
top to bottom.
The intended offsets e0between plates of
by the following expressions:
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX D n bucklin stress desi n
D2 Unstiffened cylindrical shells of stepwise variable wall thickness
D.2.2 Meridional axial com ression
For long equivalent cylinders, the parameter Cxb should be conservatively
taken Cxb=1, unless a better value is justified by more rigorous analysis.D.2.3 Meridional (axial) compression
Critical circumferential buckling stresses
. . ,
D.1 should be applied.For cylinder sections of moderate or short length, the critical
c rcum eren a uc ng s ress o eac cy n er sec on o e or g na
cylinder of stepwise variable wall thickness should be determined from:
For long cylinder, with the critical circumferential buckling
stress should be determined from:
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX D n bucklin stress desi n
D2 Unstiffened cylindrical shells of stepwise variable wall thickness
D.2.3 Meridional axial com ression
Buckling strength verification for circumferential compression
For each cylinder sectionj, the following check should be carried out:
Where Ed is the key value of the circumferential compressive membrane stress;
,Rd,j is the design circumferential buckling stress, as derived from thecritical circumferential buckling stress (D.1.3.2).
D.2.4 Shear
Critical shear buckling stresses
If no specific rule for evaluating an equivalent single cylinder of uniformwall thickness is available, the expressions of D.2.3.1 may be applied.
Buckling strength verification for shear
. . . ,
compression expressions by the relevant shear expressions.
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX D n bucklin stress desi n
D3 Unstiffened lap jointed cylindrical shells
D.3.1 General
Definitions
D.3.2 Meridional (axial) compression
shell
Where a lap jointed cylinder is subject to meridional compression, with
meridional lap joints, the buckling resistance may be evaluated as for a
- , ,
resistance reduced by the factor 0,70.D.3.3 Circumferential (hoop) compression
Where a lap jointed cylinder is subject to circumferential compression
across meridional lap joints, the design buckling resistance may be
evaluated as for a uniform or ste ed-wall c linder as a ro riate butwith a reduction factor of 0,90.
D.3.4 Shear
,
resistance may be evaluated as for a uniform or stepped-wall cylinder.
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX D n bucklin stress desi n
D4 Unstiffened complete and truncated conical shells
D.4.2 Desi n bucklin stresses
Uniform external pressure
the equivalent cylinder of length le is the minimum between
and the equivalent cylinder radius re is:
- for short cones:- for long cones:
e uc ng s reng ver ca on s ase on mem rane s ress:
Shear
Uniform torsion
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX D n bucklin stress desi n
D4 Unstiffened complete and truncated conical shells
D.4.3 Bucklin stren th verification
Meridional compression
The buckling design check should be carried out at that point of the cone where
most critical.
The design buckling stress should be determined for the equivalent cylinder
accor ng o . . .
Circumferential (hoop) compression and uniform external pressure
,
the buckling design check should be carried out using the acting design
circumferential stress E,ddetermined using expression D.77 and the design
R,d . . . . . . .
Where the circumferential compression is caused by actions other than uniform
external pressure, the calculated stress distribution E(x) should be replaced by a
E,env ,
which would arise from a fictitious uniform external pressure. The bucklingdesign check is carried out as above, but using E,env instead of E.
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EN 1993-1-6 DESIGN CHECKING OF SHELLSANNEX D n bucklin stress desi n
D4 Unstiffened complete and truncated conical shells
D.4.3 Bucklin stren th verification
Shear and uniform torsion
In the case of shear caused by a constant global torque on the cone, the bucklingE,d
point with r=recos and the design buckling stress R,daccording to D.3.2.1 and
D.3.2.4.
ere e s ear s cause y ac ons o er an a cons an g o a orque suc
as a global shear force on the cone), the calculated stress distribution E(x) shouldbe replaced by a fictitious stress distribution E,env(x) that everywhere exceeds the
, .
buckling design check should then be carried out as above, but using E,env instead
of E.
R,d
according to D.1.4.