BS ISO 20332:2016:2018 Edition
$215.11
Cranes. Proof of competence of steel structures
| Published By | Publication Date | Number of Pages |
| BSI | 2018 | 102 |
This International Standard sets forth general conditions, requirements, methods, and parameter values for performing proof-of-competence determinations of the steel structures of cranes based upon the limit state method. It is intended to be used together with the loads and load combinations of the applicable parts of ISO 8686.
This International Standard is general and covers cranes of all types. Other International Standards can give specific proof-of-competence requirements for particular crane types.
Proof-of-competence determinations, by theoretical calculations and/or testing, are intended to prevent hazards related to the performance of the structure by establishing the limits of strength, e.g. yield, ultimate, fatigue, and brittle fracture.
According to ISO 8686-1 there are two general approaches to proof-of-competence calculations: the limit state method, employing partial safety factors, and the allowable stress method, employing a global safety factor. Though it does not preclude the validity of allowable stress methodology, ISO 20332 deals only with the limit state method.
Proof-of-competence calculations for components of accessories (e.g. handrails, stairs, walkways, cabins) are not covered by this International Standard. However, the influence of such attachments on the main structure needs to be considered.
PDF Catalog
| PDF Pages | PDF Title |
|---|---|
| 2 | undefined |
| 3 | 62663e.pdf |
| 9 | 1 Scope 2 Normative references |
| 10 | 3 Terms, definitions, symbols and abbreviated terms |
| 16 | 4 General 4.1 General principles 4.2 Documentation 4.3 Alternative methods 4.4 Materials of structural members |
| 19 | 4.5 Bolted connections 4.5.1 Bolt materials 4.5.2 General 4.5.3 Shear and bearing connections |
| 20 | 4.5.4 Friction grip type (slip resistant) connections 4.5.5 Connections loaded in tension 4.6 Pinned connections 4.7 Welded connections |
| 21 | 4.8 Proof-of-competence for structural members and connections 5 Proof of static strength 5.1 General |
| 22 | 5.2 Limit design stresses and forces 5.2.1 General 5.2.2 Limit design stress in structural members |
| 23 | 5.2.3 Limit design forces in bolted connections 5.2.3.1 Shear and bearing connections 5.2.3.1.1 General |
| 24 | 5.2.3.1.2 Bolt shear 5.2.3.1.3 Bearing on bolts and connected parts |
| 25 | 5.2.3.1.4 Tension in connected parts 5.2.3.2 Friction grip type connections |
| 27 | 5.2.3.3 Connections loaded in tension |
| 30 | 5.2.3.4 Bearing type connections loaded in combined shear and tension |
| 31 | 5.2.4 Limit design forces in pinned connections 5.2.4.1 Pins, limit design bending moment 5.2.4.2 Pins, limit design shear force 5.2.4.3 Pins and connected parts, limit design bearing force |
| 33 | 5.2.4.4 Connected parts, limit design force with respect to shear 5.2.4.5 Connected parts, limit design force with respect to tensile stress |
| 35 | 5.2.5 Limit design stresses in welded connections |
| 37 | 5.3 Execution of the proof 5.3.1 Proof for structural members 5.3.2 Proof for bolted connections 5.3.3 Proof for pinned connections |
| 38 | 5.3.4 Proof for welded connections |
| 39 | 6 Proof of fatigue strength 6.1 General |
| 40 | 6.2 Limit design stresses 6.2.1 Characteristic fatigue strength |
| 41 | 6.2.2 Weld quality 6.2.2.1 General |
| 42 | 6.2.2.2 Additional requirements for quality level B* 6.2.3 Requirements for fatigue testing |
| 43 | 6.3 Stress histories 6.3.1 Determination of stress histories 6.3.2 Frequency of occurrence of stress cycles |
| 44 | 6.3.3 Stress history parameter |
| 47 | 6.3.4 Determination of stress history class, S 6.3.4.1 General 6.3.4.2 Special case |
| 48 | 6.4 Execution of the proof 6.5 Determination of the limit design stress range 6.5.1 Applicable methods 6.5.2 Direct use of stress history parameter |
| 49 | 6.5.3 Use of S classes 6.5.3.1 Slope constant, m 6.5.3.2 Slope constant, m = 3 6.5.3.3 Slope constant m ≠ 3 |
| 50 | 6.5.3.4 Simplified method for slope constants m ≠ 3 6.5.4 Independent concurrent normal and/or shear stresses |
| 51 | 7 Proof of elastic stability 7.1 General 7.2 Lateral buckling of members loaded in compression 7.2.1 Critical buckling load |
| 52 | 7.2.2 Limit compressive design force |
| 54 | 7.3 Buckling of plate fields subjected to compressive and shear stresses 7.3.1 General |
| 56 | 7.3.2 Limit design stress with respect to longitudinal stress σx |
| 58 | 7.3.3 Limit design stress with respect to transverse stress σy |
| 59 | 7.3.4 Limit design stress with respect to shear stress τ |
| 60 | 7.4 Execution of the proof 7.4.1 Members loaded in compression 7.4.2 Plate fields 7.4.2.1 Plate fields subjected to longitudinal or transverse compressive stress |
| 61 | 7.4.2.2 Plate fields subjected to shear stress 7.4.2.3 Plate fields subjected to coexistent normal and shear stresses |
