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Design Manual for Structural Stainless Steel 4Th Edition

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Design Manual for Structural Stainless Steel 4Th Edition DESIGN MANUAL FOR STRUCTURAL STAINLESS STEEL 4TH EDITION SCI PUBLICATION P413 DESIGN MANUAL FOR STRUCTURAL STAINLESS STEEL 4TH EDITION i SCI (The Steel Construction Institute) is the leading, independent provider of technical expertise and disseminator of best practice to the steel construction sector. We work in partnership with clients, members and industry peers to help build businesses and provide competitive advantage through the commercial application of our knowledge. We are committed to offering and promoting sustainable and environmentally responsible solutions. Our service spans the following areas: Membership Consultancy Individual & corporate membership Development Product development Advice Engineering support Members advisory service Sustainability Information Assessment Publications SCI Assessment Education Events & training Specification Websites Engineering software Front cover credits Top left: Top right: Canopy, Napp Pharmaceutical, Cambridge, UK Skid for offshore regasification plant, Grade 1.4401, Courtesy: m-tec Grade 1.4301, Courtesy: Montanstahl Bottom left: Bottom right: Dairy Plant at Cornell University, College of Águilas footbridge, Spain Agriculture and Life Sciences, Grade 1.4462, Courtesy Acuamed Grade 1.4301/7, Courtesy: Stainless Structurals © 2017 SCI. All rights reserved. Apart from any fair dealing for the purposes of research or private study or criticism or review, Publication Number: SCI P413 as permitted under the Copyright Designs and Patents Act, 1988, this publication may not be ISBN 13: 978-1-85942-226-7 reproduced, stored or transmitted, in any form or by any means, without the prior permission in writing Published by: of the publishers, or in the case of reprographic SCI, Silwood Park, Ascot, reproduction only in accordance with the terms of Berkshire. SL5 7QN UK the licences issued by the UK Copyright Licensing Agency, or in accordance with the terms of licences T: +44 (0)1344 636525 issued by the appropriate Reproduction Rights F: +44 (0)1344 636570 Organisation outside the UK. E: reception@steel‑sci.com Enquiries concerning reproduction outside the terms www.steel‑sci.com stated here should be sent to the publishers, SCI. To report any errors, contact: Although care has been taken to ensure, to the publications@steel‑sci.com best of our knowledge, that all data and information contained herein are accurate to the extent that they relate to either matters of fact or accepted practice or matters of opinion at the time of publication, SCI, the authors and the reviewers assume no responsibility for any errors in or misinterpretations of such data and/or information or any loss or damage arising from or related to their use. Publications supplied to the members of the Institute at a discount are not for resale by them. British Library Cataloguing-in-Publication Data. A catalogue record for this book is available from the British Library. ii PART II - DESIGN EXAMPLES 169 This part of the Design Manual gives fifteen design examples that illustrate the application of the design rules. The examples are: Design example 1 A circular hollow section subject to axial compression. Design example 2 A welded I-beam with a Class 4 cross-section subject to combined axial compression and bending. Design example 3 Trapeziodal roof sheeting with a Class 4 cross-section subject to bending. Design example 4 A welded hollow section joint subject to fatigue loading. Design example 5 A welded joint. Design example 6 A bolted joint. Design example 7 A plate girder with a Class 4 cross-section subject to bending. Shear buckling is critical. Design example 8 A plate girder with a Class 4 cross-section subject to bending. Resistance to transverse loads is critical. Design example 9 A cold formed channel subject to bending with intermediate lateral restraints to the compression flange. Lateral torsional buckling between intermediate lateral restraints is critical. Design example 10 A rectangular hollow section subject to combined axial compression and bending with 30 minutes fire resistance. Design example 11 Trapezoidal roof sheeting with a Class 4 cross-section subject to bending – a comparison of designs with cold worked material and annealed material. Design example 12 A lipped channel from cold worked material in an exposed floor subject to bending. Design example 13 A stainless steel lattice girder from cold worked material subject to combined axial compression and bending with 30 minutes fire resistance. Design example 14 The enhanced average yield strength of a cold-rolled square hollow section is determined in accordance with the method in Annex B. 171 DESIGN EXAMPLES Design example 15 The bending resistance of a cold-rolled square hollow section is determined in accordance with the Continuous Strength Method (CSM) given in Annex D. The sheeting in example 3 is from ferritic stainless steel grade 1.4003. The plate girders in examples 7 and 8 are from duplex stainless steel grade 1.4462. The members in the other examples are from austenitic stainless steel grades 1.4301 or 1.4401. The references in the margin of the design examples are to text sections and expressions/equations in this publication, unless specifically noted otherwise. 172 Sheet 1 of 2 Promotion of new Eurocode rules for Title Design Example 1 – CHS Column structural stainless steels (PUREST) Made by HS Date 07/02 Research Fund for Client Revised by JBL Date 03/06 CALCULATION SHEET Coal and Steel Revised by FW Date 05/17 DESIGN EXAMPLE 1 – CHS COLUMN The circular hollow section column to be designed is an interior column of a multi-storey building. The column is simply supported at its ends. The inter-storey height is 3,50 m. NEd Nsd t l d Structure Simply supported column, length between supports: l = 3,50 m Actions Permanent and variable actions result in a vertical design compression force equal to: NEd = 250 kN Cross-section properties Try a 159 4 cold-formed CHS, austenitic grade 1.4307. Geometric properties d = 159 mm t = 4,0 mm A = 19,5 cm² I = 585,3 cm4 3 3 Wel = 73,6 cm Wpl = 96,1 cm Material properties 2 Take fy = 220 N/mm (for cold-rolled strip). Table 2.2 E = 200000 N/mm2 and G = 76900 N/mm2 Section 2.3.1 Classification of the cross-section = 1,01 Table 5.2 Section in compression : For Class 1, , therefore the section is Class 1. / = 159/4 = 39,8 2 / ≤ 50 173 Design Example 1 Sheet 2 of 2 Compression resistance of the cross-section Section 5.7.3 For a Class 1 cross-section: Eq. 5.27 c,Rd = gy/M0 −1 19,5 × 220 × 10 c,Rd = = 390 kN 1,1 Resistance to flexural buckling Section 6.3.3 Eq. 6.2 b,Rd = χy/M1 Eq. 6.4 1 = 2 2 0,5 ≤ 1 + [ − ̅ ] Eq. 6.5 2 = 0,5(1 + (̅ − λ̅0) + ̅ ) Calculate the elastic critical buckling load: 2 2 4 π π × 200000 × 585,3 × 10 −3 cr = 2 = 3 2 × 10 = 943,1 kN Calculatecrthe flexural buckling(3,50 × 10slenderness:) Eq. 6.6 2 19,5 × 10 × 220 ̅ = √ 3 = 0,67 Using an 943imperfection,1 × 10 factor = 0,49 and = 0,2 for a cold-formed austenitic Table 6.1 stainless steel CHS: λ̅0 2 = 0,5 × (1 + 0,49 × (0,67 − 0,2) + 0,67 ) = 0,84 1 = 2 2 0,5 = 0,74 0,84 + [0,84 − 0,67 ] −1 b,Rd 10 The applied = 0, 74axial× 19load,5 ×is 220NEd ×= 250 kN.= 288,6 kN 1,1 Thus the member has adequate resistance to flexural buckling. 174 Design Example 1 Sheet 2 of 2 Promotion of new Sheet 1 of 4 Compression resistance of the cross-section Section 5.7.3 Eurocode rules for Design Example 2 – Welded I-section beam-column structural stainless Title For a Class 1 cross-section: with lateral restraints Eq. 5.27 steels (PUREST) Made by HS Date 07/02 c,Rd = gy/M0 Research Fund for −1 CALCULATION Client Revised by JBL Date 03/06 19,5 × 220 × 10 Coal and Steel c,Rd = = 390 kN SHEET 1,1 Revised by FW Date 06/17 Resistance to flexural buckling Section 6.3.3 DESIGN EXAMPLE 2 – WELDED I-SECTION BEAM-COLUMN WITH LATERAL RESTRAINTS Eq. 6.2 The beam-column to be designed is a welded I-section, simply supported at its ends. Minor axis buckling is prevented by lateral restraints. The inter-storey height is equal to 3,50 m. b,Rd = χy/M1 Eq. 6.4 The column is loaded by a vertical single load with an eccentricity to the major axis. 1 0,5 = ≤ 1 2 2 NEdSd + [ − ̅ ] Eq. 6.5 2 e = 0,5(1 + (̅ − λ̅0) + ̅ ) Calculate the elastic critical buckling load: e 2 2 4 6 π π × 200000 × 585,3 × 10 −3 Load cr 2 3 2 l Calculate = crthe= flexural buckling slenderness: × 10 = 943,1 kN 200 (3,50 × 10 ) 6 200 Eq. 6.6 2 19,5 × 10 × 220 ̅ = √ 3 = 0,67 Using an 943imperfection,1 × 10 factor = 0,49 and = 0,2 for a cold-formed austenitic Table 6.1 Structure stainless steel CHS: λ̅0 Simply supported column, length between supports: l = 3,50 m 2 = 0,5 × (1 + 0,49 × (0,67 − 0,2) + 0,67 ) = 0,84 Eccentricity of the load: 1 e = 200 mm = 2 2 0,5 = 0,74 0,84 + [0,84 − 0,67 ] −1 Actions b,Rd 10 The applied = 0, 74axial× 19load,5 ×is 220NEd ×= 250 kN.= 288,6 kN Permanent and variable actions result in a vertical design compression force equal to: 1,1 = 120 kN Thus the member has adequate resistance to flexural buckling. Ed Structural analysis Maximum bending moment occurs at the top of the column: = 120 ,0 20 = 24 kNm y,max Ed Cross-section properties Try a doubly-symmetric welded I-section 200 200, thickness = 6,0 mm, austenitic grade 1.4401.
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