1.1 Scope of EN 1993-1-5 (1) This document provides rules for structural design of stiffened and unstiffened nominally flat plates which are subject to in-plane forces. (2) Non-uniform stress distributions due to shear lag, in-plane load introduction and plate buckling are covered. The effects of out-of-plane loading are outside the scope of this document. NOTE 1 The rules in this part complement the rules for class 1, 2, 3 and 4 sections, see EN 1993-1-1. NOTE 2 For the design of slender plates which are subject to repeated direct stress and\/or shear and also fatigue due to out-of-plane bending of plate elements (“breathing”), see EN 1993-2 and EN 1993-6. NOTE 3 For the effects of out-of-plane loading and for the combination of in-plane effects and out-of-plane loading effects, see EN 1993-2 and EN 1993-1-7. (3) Single plate elements are considered as nominally flat where the curvature radius r in the direction perpendicular to the compression satisfies, as illustrated in Figure 1.1: r\u2265b^2\/t (1.1) where b is the panel width; t is the plate thickness. Figure 1.1 – Definition of plate curvature 1.2 Assumptions (1) Unless specifically stated, EN 1990, the EN 1991 series and EN 1993-1-1 apply. (2) The design methods given in EN 1993-1-5 are applicable if – the execution quality is as specified in EN 1090-2 and – the construction materials and products used are as specified in the relevant parts of the EN 1993 series or in the relevant material product specifications.<\/p>\n
| PDF Pages<\/th>\n | PDF Title<\/th>\n<\/tr>\n | ||||||
|---|---|---|---|---|---|---|---|
| 2<\/td>\n | undefined <\/td>\n<\/tr>\n | ||||||
| 14<\/td>\n | 1 Scope <\/td>\n<\/tr>\n | ||||||
| 15<\/td>\n | 2 Normative references 3 Terms and definitions 3.1 Terms <\/td>\n<\/tr>\n | ||||||
| 17<\/td>\n | 3.2 Sign convention 3.3 Symbols <\/td>\n<\/tr>\n | ||||||
| 18<\/td>\n | 4 Basis of design 4.1 General rules 4.1.1 Basic requirement 4.2 Partial factors <\/td>\n<\/tr>\n | ||||||
| 19<\/td>\n | 4.3 Effective width models for global analysis <\/td>\n<\/tr>\n | ||||||
| 20<\/td>\n | 4.4 Plate buckling effects on uniform members <\/td>\n<\/tr>\n | ||||||
| 21<\/td>\n | 4.5 Reduced stress method 4.6 Design assisted by finite element analysis 4.7 Non-uniform members 4.8 Members with corrugated webs 5 Shear lag in member design 5.1 General 5.2 Elastic shear lag 5.2.1 Effectives width <\/td>\n<\/tr>\n | ||||||
| 24<\/td>\n | 5.2.2 Stress distribution due to shear lag 5.2.3 In-plane load effects <\/td>\n<\/tr>\n | ||||||
| 25<\/td>\n | 5.3 Shear lag at the ultimate limit state 5.3.1 Shear lag consideration <\/td>\n<\/tr>\n | ||||||
| 26<\/td>\n | 5.3.2 Interaction between shear lag and plate buckling 6 Plate buckling effects due to direct stresses at the ultimate limit state 6.1 General <\/td>\n<\/tr>\n | ||||||
| 27<\/td>\n | 6.2 Resistance to direct stresses 6.3 Effective cross-section <\/td>\n<\/tr>\n | ||||||
| 29<\/td>\n | 6.4 Plate elements without longitudinal stiffeners 6.4.1 Plate buckling behaviour <\/td>\n<\/tr>\n | ||||||
| 33<\/td>\n | 6.4.2 Column buckling behaviour <\/td>\n<\/tr>\n | ||||||
| 34<\/td>\n | 6.5 Stiffened plate elements with longitudinal stiffeners 6.5.1 General <\/td>\n<\/tr>\n | ||||||
| 36<\/td>\n | 6.5.2 Plate buckling behaviour <\/td>\n<\/tr>\n | ||||||
| 37<\/td>\n | 6.5.3 Column buckling behaviour <\/td>\n<\/tr>\n | ||||||
| 39<\/td>\n | 6.6 Interpolation between plate and column buckling 6.6.1 General <\/td>\n<\/tr>\n | ||||||
| 41<\/td>\n | 6.6.2 Alternative methods for evaluating the weighting factor \u03be <\/td>\n<\/tr>\n | ||||||
| 44<\/td>\n | 6.6.3 Alternative simplified method for longitudinally stiffened panels in bending <\/td>\n<\/tr>\n | ||||||
| 46<\/td>\n | 6.7 Verification <\/td>\n<\/tr>\n | ||||||
| 47<\/td>\n | 7 Resistance to shear 7.1 General <\/td>\n<\/tr>\n | ||||||
| 48<\/td>\n | 7.2 Design resistance <\/td>\n<\/tr>\n | ||||||
| 49<\/td>\n | 7.3 Contribution from the web <\/td>\n<\/tr>\n | ||||||
| 52<\/td>\n | 7.4 Contribution from flanges <\/td>\n<\/tr>\n | ||||||
| 53<\/td>\n | 7.5 Verification 8 Resistance to patch loading 8.1 General <\/td>\n<\/tr>\n | ||||||
| 54<\/td>\n | 8.2 Design resistance 8.3 Length of stiff bearing 8.4 Reduction factor \u03c7F <\/td>\n<\/tr>\n | ||||||
| 55<\/td>\n | 8.5 Effective loaded length <\/td>\n<\/tr>\n | ||||||
| 56<\/td>\n | 8.6 Verification 9 Interaction 9.1 Interaction between shear force, bending moment and axial force <\/td>\n<\/tr>\n | ||||||
| 57<\/td>\n | 9.2 Interaction between transverse force, bending moment and axial force 9.3 Interaction between transverse force, bending moment and shear force <\/td>\n<\/tr>\n | ||||||
| 58<\/td>\n | 10 Flange induced buckling <\/td>\n<\/tr>\n | ||||||
| 59<\/td>\n | 11 Stiffeners and detailing 11.1 General 11.2 Direct stresses 11.2.1 Minimum requirements for transverse stiffeners <\/td>\n<\/tr>\n | ||||||
| 63<\/td>\n | 11.2.2 Minimum requirements for longitudinal stiffeners 11.2.3 Welded plates <\/td>\n<\/tr>\n | ||||||
| 64<\/td>\n | 11.2.4 Cut outs in stiffeners <\/td>\n<\/tr>\n | ||||||
| 66<\/td>\n | 11.3 Shear 11.3.1 Rigid end post 11.3.2 Stiffeners acting as non-rigid end post <\/td>\n<\/tr>\n | ||||||
| 67<\/td>\n | 11.3.3 Intermediate transverse stiffeners 11.3.4 Longitudinal stiffeners 11.3.5 Welds 11.4 Transverse loads <\/td>\n<\/tr>\n | ||||||
| 68<\/td>\n | 12 Reduced stress method 12.1 General 12.2 Verification of the buckling resistance <\/td>\n<\/tr>\n | ||||||
| 70<\/td>\n | 12.3 Plate slenderness <\/td>\n<\/tr>\n | ||||||
| 71<\/td>\n | 12.4 Reduction factors <\/td>\n<\/tr>\n | ||||||
| 75<\/td>\n | 13 Plate girders with corrugated webs 13.1 General 13.2 Ultimate limit state 13.2.1 Moment of resistance <\/td>\n<\/tr>\n | ||||||
| 77<\/td>\n | 13.2.2 Shear resistance <\/td>\n<\/tr>\n | ||||||
| 78<\/td>\n | 13.2.3 Resistance to transverse forces <\/td>\n<\/tr>\n | ||||||
| 80<\/td>\n | 13.2.4 Interaction between shear force and bending moment 13.2.5 Interaction between transverse force, bending moment and shear force 13.2.6 Requirements for end stiffeners <\/td>\n<\/tr>\n | ||||||
| 81<\/td>\n | Annex A (informative)Calculation of critical stresses for stiffened plates A.1 Use of this informative annex A.2 Scope and field of application A.3 Equivalent orthotropic plate for plates with at least three longitudinal stiffeners <\/td>\n<\/tr>\n | ||||||
| 82<\/td>\n | A.4 Equivalent orthotropic plate for plates with one or two longitudinal stiffeners <\/td>\n<\/tr>\n | ||||||
| 83<\/td>\n | A.5 Shear buckling coefficients A.6 Buckling coefficient for patch loading <\/td>\n<\/tr>\n | ||||||
| 85<\/td>\n | Annex B (informative)Non-uniform members B.1 Use of this informative annex B.2 Scope and field of application B.3 General B.4 Interaction of plate buckling and lateral torsional buckling <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":" Eurocode 3. Design of steel structures – Plated structural elements<\/b><\/p>\n |