🔥🔥 Don’t Miss Out on Our End of Autumn Sale. If you have any questions, feel free to click the bottom right corner to contact our customer service..

Concat us[email protected]
Shopping Cart

No products in the cart.

🔍
BSI 23/30443611 DC:2023 Edition

BSI 23/30443611 DC:2023 Edition

$24.66

BS EN 1993-1-6. Eurocode 3. Design of steel structures – Part 1-6. Strength and Stability of Shell Structures

Published By Publication Date Number of Pages
BSI 2023 162
PDF Format Searchable Printable Preview Now
Guaranteed Safe Checkout
Categories: ,

If you have any questions, feel free to reach out to our online customer service team by clicking on the bottom right corner. We’re here to assist you 24/7.
Email:[email protected]

1.1 Scope of prEN 1993-1-6 (1) prEN 1993-1-6 provides rules for the structural design of plated steel structures that have the form of a shell of revolution (axisymmetric shell). (2) This document is applicable to unstiffened fabricated axisymmetric shells formed from isotropic rolled plates using both algebraic and computational procedures, and to stiffened axisymmetric shells with different wall constructions using computational procedures. It also applies to associated circular or annular plates and to beam section rings and stringer stiffeners where they form part of the complete shell structure. The general computational procedures are applicable to all shell forms. (3) This document does not apply to manufactured shells or to shell panels or to elliptical shell forms, except that its computational procedures are applicable to all shell structures. This document does not apply to structures under seismic or other dynamic loading. It does not cover the aspects of leakage of stored liquids or solids. (4) Cylindrical and conical panels are not explicitly covered by this document. However, the provisions of subclause 9.8 can be used provided that appropriate boundary conditions are taken into account. (5) This document defines the characteristic and design values of the resistance of the structure. (6) This document is concerned with the requirements for design against the ultimate limit states of: – plastic failure; – cyclic plasticity; – buckling; – fatigue. (7) Overall equilibrium of the structure (sliding, uplifting, overturning) is not included in this document. Special considerations for specific applications are included in the relevant application parts of EN 1993. (8) Detailed formulae for the simple calculation of unstiffened cylinders, cones and spherical domes are given in the Annexes. (9) Provisions for simple calculations on specific stiffened shell types are given in EN 1993-4-1. (10) This document is intended for application to steel shell structures. Where no standard exists for shell structures made of other metals, including high strength steels, the provisions of this document are applicable provided the appropriate material properties of the metal are taken into account. (11) The provisions of this document are intended to be applied within the temperature ranges defined in the relevant EN 1993 application parts. (12) Where no application part defines a different range, this document applies to structures within the following limits: – design metal temperatures lie within the range −50 °C to +100 °C, except when using the special provisions given in 5.1; – radius to thickness ratios (r/t) within the range 50 to 2 000; – manufactured circular hollow sections according to EN 10210 and EN 10219 are outside the scope of this standard and are covered by EN 1993-1-1. However, if no other provisions are available, the rules of this document are useful for manufactured circular hollow sections. In particular, this document is applicable to the design of manufactured piles (see EN 1993-5) provided the imperfections and tolerance requirements of EN 1993-5 are adopted in place of those specified in prEN 1993-1-6, and where no other standard covers the specific pile geometry. NOTE 1 Experimental and theoretical data relating to manufactured circular hollow sections were not considered when this document was drafted. The application of this document to such structures therefore remains the responsibility of the user. NOTE 2 The stress design rules of this document can be rather conservative if applied to some geometries and loading conditions for relatively thick-walled shells. NOTE 3 Thinner shells than r/t = 2 000 can be treated using these provisions but the provisions have not been verified for such thin shells. …

PDF Catalog

PDF Pages PDF Title
11 1 Scope
1.1 Scope of prEN 1993-1-6
12 1.2 Assumptions
13 2 Normative references
3 Terms, definitions and symbols
3.1 Definitions
3.1.1 Structural forms and geometry
16 3.1.2 Limit states
17 3.1.3 Actions
18 3.1.4 Stress resultants and stresses in a shell
19 3.1.5 Types of analysis and their use
21 3.1.6 Stress categories used in stress design
3.1.7 Special definitions for buckling calculations
23 3.2 Symbols
3.2.1 Coordinate system
24 3.2.2 Shell dimensions
3.2.3 Distributed surface loads and pressures
3.2.4 Line forces
25 3.2.5 Membrane stress resultants
3.2.6 Bending stress resultants
3.2.7 Stresses
3.2.8 Displacements relative to the perfect or imperfect shell surface
26 3.2.9 Tolerances
27 3.2.10 Properties of materials
3.2.11 Parameters in resistance assessment
29 3.2.12 Subscripts
30 3.3 Sign conventions
4 Basis of design
4.1 General rules
4.1.1 Basic requirements
31 4.1.2 Specific requirements
4.2 Types of analysis
4.2.1 General
4.2.2 Global analysis
32 4.2.3 Membrane theory analysis
4.2.4 Semi-membrane theory analysis
4.2.5 Linear elastic shell analysis (LA)
4.2.6 Linear elastic bifurcation analysis (LBA)
33 4.2.7 Geometrically nonlinear elastic analysis (GNA)
4.2.8 Materially nonlinear analysis (MNA)
4.2.9 Geometrically and materially nonlinear analysis (GMNA)
34 4.2.10 Geometrically nonlinear elastic analysis with imperfections explicitly included (GNIA)
4.2.11 Geometrically and materially nonlinear analysis with imperfections explicitly included (GMNIA)
4.3 Shell boundary conditions
35 4.4 Verification by the partial factor method
36 5 Materials and geometry
5.1 Material properties
37 5.2 Design values of geometrical data
5.3 Geometrical tolerances and geometrical imperfections
38 6 Structural analysis
6.1 Types of design
6.1.1 Stress design
6.1.1.1 General
6.1.1.2 Primary stresses
6.1.1.3 Secondary stresses
39 6.1.1.4 Local stresses
6.1.2 Design using standard formulae
6.1.3 Design by computational analysis
40 6.2 Stress resultants and stresses in shells
6.2.1 Stress resultants in the shell
6.2.2 Modelling of the shell for analysis
6.2.2.1 Geometry
41 6.2.2.2 Boundary conditions
43 6.2.2.3 Actions and environmental influences
6.2.3 Types of analysis
44 6.3 Ultimate limit states to be considered
6.3.1 LS1: Plastic failure
45 6.3.2 LS2: Cyclic plasticity
46 6.3.3 LS3: Buckling
6.3.4 LS4: Fatigue
47 6.4 Concepts for the limit state verifications
6.4.1 General
48 7 Plastic failure Limit State (LS1)
7.1 Design values of actions
7.2 Stress design
7.2.1 Design values of stresses
49 7.2.2 Design values of resistance
50 7.2.3 Stress limitation
7.3 Design by computational MNA or GMNA analysis
51 7.4 Design using standard formulae
8 Cyclic plasticity Limit State (LS2)
8.1 Design values of actions
8.2 Stress design
8.2.1 Design values of stress range
52 8.2.2 Design values of resistance
8.2.3 Stress range limitation
8.3 Design by computational GMNA analysis
8.3.1 Design values of total accumulated plastic strain
53 8.3.2 Total accumulated plastic strain limitation
8.4 Design using standard formulae
9 Buckling Limit State (LS3)
9.1 Design values of actions
9.2 Special definitions and symbols
54 9.3 Buckling-relevant boundary conditions
57 9.4 Buckling-relevant geometrical tolerances
9.4.1 General
60 9.4.2 Assessment of the dominant membrane stress at any location
61 9.4.3 Out-of-roundness tolerance
62 9.4.4 Unintended eccentricity tolerance
64 9.4.5 Dimple tolerances
67 9.4.6 Interface flatness tolerance
9.5 Stress design
9.5.1 Design values of stresses
68 9.5.2 Design resistance (buckling strength)
70 9.5.3 Stress limitation (buckling strength verification)
71 9.6 Design using reference resistances
9.6.1 Principle
9.6.2 Design value of actions
9.6.3 Design value of resistance
73 9.6.4 Buckling strength verification
9.7 Design by computational analysis using LBA and MNA analyses
9.7.1 Design value of actions
9.7.2 Design value of resistance
9.7.2.1 General
9.7.2.2 Reference elastic critical buckling resistance LBA
75 9.7.2.3 Reference plastic resistance MNA
77 9.7.2.4 Elastic-plastic resistance assessment
78 9.7.3 Buckling strength verification
9.8 Design by computational analysis using GMNIA analysis
9.8.1 Design values of actions
9.8.2 Design value of resistance
85 9.8.3 Buckling strength verification
10 Fatigue Limit State (LS4)
10.1 Design values of actions
10.2 Stress design
10.2.1 General
86 10.2.2 Stress calculation methods
87 10.2.3 Multiaxial stress fields
88 10.2.4 Design values of resistance (fatigue strength)
10.2.5 Fatigue verification
89 Annex A (informative)Membrane theory stresses in unstiffened shells
A.1 Use of this Annex
A.2 Scope and field of application
A.3 General
A.3.1 Action affects and resistances
A.3.2 Notation
90 A.3.3 Boundary conditions
A.3.4 Sign convention
91 A.4 Cylindrical shells
92 A.5 Conical shells
94 A.6 Spherical shells
95 Annex B (informative)Formulae for plastic reference resistances of unstiffened shells and circular plates
B.1 Use of this Annex
B.2 Scope and field of application
B.3 General
B.3.1 Resistances
B.3.2 Notation
96 B.3.3 Boundary conditions
B.4 Uniform unstiffened cylindrical shells
B.4.1 Radial ring line load
97 B.4.2 Radial outward ring line load and axial tension
98 B.4.3 Radial ring line load, internal pressure and axial load
99 B.5 Cylindrical shells with local ring stiffeners
B.5.1 Radial line ring load alone
B.5.2 Radial line ring load with axial load
100 B.5.3 Radial line ring load, internal pressure and axial load
101 B.6 Junctions between conical and cylindrical shells
B.6.1 Meridional forces alone (simplified)
102 B.6.2 Internal pressure and meridional forces
103 B.7 Circular plates with axisymmetric boundary conditions
B.7.1 Uniform transverse pressure with simply supported boundary
B.7.2 Central circular patch of transverse pressure with simply supported boundary
104 B.7.3 Uniform transverse pressure with clamped boundary
B.7.4 Central circular patch of transverse pressure with clamped boundary
105 Annex C (informative)Formulae for linear elastic membrane and bending stresses in unstiffened cylindrical shells and circular plates
C.1 Use of this Annex
C.2 Scope and field of application
C.3 General
C.3.1 Action effects
C.3.2 Notation
106 C.3.3 Boundary conditions
C.4 Clamped base cylindrical shells
C.4.1 Uniform internal pressure
107 C.4.2 Axial loading
C.4.3 Uniform internal pressure with axial loading
108 C.4.4 Hydrostatic internal pressure
109 C.4.5 Radial outward base displacement
C.4.6 Uniform temperature rise
110 C.5 Pinned base cylindrical shells
C.5.1 Uniform internal pressure
C.5.2 Axial loading
111 C.5.3 Uniform internal pressure with axial loading
C.5.4 Hydrostatic internal pressure
112 C.5.5 Radial outward base displacement
C.5.6 Uniform temperature rise
113 C.5.7 Boundary rotation
C.6 Internal conditions in cylindrical shells
C.6.1 Step change of internal pressure
114 C.6.2 Hydrostatic internal pressure termination
115 C.6.3 Step change of thickness
116 C.7 Local ring stiffener on a cylindrical shell
C.7.1 Radial force only on the ring
C.7.2 Axial loading
117 C.7.3 Uniform internal pressure
118 C.8 Circular plates with simply supported boundary conditions
C.8.1 Uniform transverse load
119 C.8.2 Local circular distributed load
C.9 Circular plates with clamped boundary conditions
C.9.1 Uniform load
120 C.9.2 Plate with fixed boundary: local distributed load
121 Annex D (normative)Formulae to determine the buckling resistance of unstiffened shells when using stress design
D.1 Use of this annex
D.2 Scope and field of application
D.3 Cylindrical shells of constant wall thickness: basic load cases
D.3.1 Notation and boundary conditions
122 D.3.2 Dimensionless lengths
D.3.3 Axial (meridional) compression
D.3.3.1 Length domains
D.3.3.2 Critical axial buckling stresses
123 D.3.3.3 Axial compression buckling capacity parameters
124 D.3.3.4 Stainless steel cylinders under axial compression
126 D.3.4 Circumferential (hoop) compression
D.3.4.1 Length domains
128 D.3.4.2 Critical circumferential buckling stresses
D.3.4.3 Circumferential buckling capacity parameters
129 D.3.5 Shear (torsion)
D.3.5.1 Length domains
130 D.3.5.2 Critical shear buckling stresses
D.3.5.3 Shear buckling capacity parameters
131 D.4 Cylindrical shells of constant wall thickness: combined cases
D.4.1 Axial (meridional) compression with coexistent internal pressure
D.4.1.1 Pressurised critical axial buckling stress
132 D.4.1.2 Pressurised axial buckling capacity parameters
133 D.4.2 External pressure under a wind pressure distribution
D.4.2.1 Critical circumferential buckling pressure under wind
134 D.4.3 Combinations of axial (meridional) compression, circumferential (hoop) compression and shear
136 D.5 Cylindrical shells of stepwise variable wall thickness
D.5.1 General
D.5.1.1 Notation and boundary conditions
D.5.1.2 Geometry and joint offsets
137 D.5.2 Axial (meridional) compression
D.5.3 Circumferential (hoop) compression
D.5.3.1 Critical circumferential buckling pressure and stresses
140 D.5.3.2 Critical circumferential buckling pressure under wind
142 D.5.3.3 Buckling strength verification for circumferential compression in a stepped wall
D.5.3.4 Stiffening rings to resist buckling under external pressure and wind
145 D.5.4 Shear
D.5.4.1 Critical shear buckling stresses
D.5.4.2 Buckling strength verification for shear
D.6 Lap jointed cylindrical shells
D.6.1 General
D.6.1.1 Definitions
D.6.1.2 Geometry and stress resultants
146 D.6.2 Axial (meridional) compression
D.6.3 Circumferential (hoop) compression
D.6.4 Shear
147 D.7 Complete and truncated conical shells
D.7.1 General
D.7.1.1 Notation
D.7.1.2 Boundary conditions
D.7.1.3 Geometry
148 D.7.2 Design buckling stresses
D.7.2.1 Equivalent cylinder
D.7.2.2 Meridional compression
D.7.2.3 Circumferential (hoop) compression
D.7.2.4 Uniform external pressure
149 D.7.2.5 Shear
D.7.2.6 Uniform torsion
150 D.7.3 Buckling strength verification
D.7.3.1 Meridional compression
D.7.3.2 Circumferential (hoop) compression and uniform external pressure
151 D.7.3.3 Shear and uniform torsion
152 Annex E (normative)Formulae to determine the buckling resistance of unstiffened shells when using reference resistance design
E.1 Use of this annex
E.2 Scope and field of application
E.3 Cylindrical shells under global bending
E.3.1 General
E.3.1.1 Notation
153 E.3.1.2 Boundary conditions
E.3.1.3 Loading conditions
E.3.1.4 Length characterisation
E.3.2 Buckling resistance under uniform global bending
E.3.2.1 Reference plastic resistance
E.3.2.2 Reference elastic critical buckling resistance
E.3.2.3 Length domains
154 E.3.2.4 Buckling capacity parameters
156 E.3.2.5 Characteristic buckling resistance
E.3.3 Buckling resistance under global bending with axial compression
E.3.3.1 General
E.3.3.2 Interaction verification
157 E.4 Spherical dome shells
E.4.1 General
E.4.1.1 Scope
E.4.1.2 Notation
158 E.4.1.3 Support and boundary conditions
E.4.1.4 Loading conditions
159 E.4.2 Tolerances for spherical shells
E.4.3 Buckling design for uniform external pressure
E.4.3.1 Limitation on buckling calculations
E.4.3.2 Reference elastic critical buckling resistance
E.4.3.3 Reference plastic resistance
160 E.4.3.4 Buckling capacity parameters for simple conditions
161 E.4.3.5 Characteristic buckling resistance
E.4.4 Buckling strength verification for uniform external pressure

Related products

BSI 23/30443611 DC
$24.66