PP 7312-2002 Structural design - Extracts from British Standards for students of structural design《结构设计 供研究结构设计的学生使用的英国标准摘选》.pdf

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1、Extracts from British Standards for students of structural design -no U- Dam British Standards PP 7312:2002 Structural design Extracts from British Standards for students of structural design Important note This publication represents the contents of the selected British Standards as at May 2002. St

2、andards are continuously under review and revision and amendments are published frequently. Readers are advised to ensure that they are using up-to-date information at all times. Where references cited are not included in the extracts in ths publication readers should refer to the full text of the s

3、tandards. Similarly where text from the standard has been omitted in the extracts readers should refer to the full text of the standards. 0 British Standards Institution 2002. No part of this publication may be reproduced in a retrieval system or transmitted in any form or by any means, electronic,

4、mechanical, photocopying or otherwise without the prior written permission of BSI. 5th edition, May 2002 ISBN 0 580 33334 5 Foreword This publication has been compiled to help students of structural design. It consists of extracts from 11 British Standards brought together in a compact form for stud

5、ents use. The extracts were chosen to cover the more common applications in structural design, and BSI recommends that they are only used by students and lecturers to help them in their studies. This edition updates many of the extracts in the 1998 edition: BS 6399-2: 1997, BS 5950-1:1990, BS 81 10-

6、2:1985 and BS 5268-2:1996. The Weights of Building Materials information has also been revised. Changes to BS 8 1 10- 1 : 1997 (Amendment), BS EN 338:1995 (CEN Amendment) and BS 5628-1:1992 (full revision) are some way off and have not been included. For publication dates of standards and amendments

7、 since publication of the 1998 edition see the inside back cover. This revision includes an introduction to structural Eurocodes that are being introduced - between 2001 and 2005. Teaching departments should hold a complete up-to-date edition of each of the relevant a British Standards for reference

8、. PP 73 12, Extracts from British Standards for students of structural design is available as a kit that includes the full texts of the 11 British Standards. Course lecturers are reminded that where they need material not covered in this publication they can take advantage of the BSI photocopy licen

9、ce scheme for educational establishments. Copyright of the extracts in this publication belongs to BSI and photocopies are not permitted. Students will also find the following government publication helpful. It aims to explain the implications of CE marking and the implications of the introduction o

10、f the Eurocodes: CE marking under the Construction Products Directive, DTLR, 200 1. Available from DTLR (Department of Transport, Local Government and the Regions) Free Literature, PO Box 236, Wetherby, West Yorkshire, LS23 7NB, tel. 0870 1226 236, fax. 0870 1226 237. Acknowledgements BSI would like

11、 to thank the following individuals. Professor Haig Gulvanessian for his contribution of t,e introduction to Eurocodes for this edition of the publication. Mr Peter Wright and Mr Philip Mellow, South Bank University, who selected the original extracts and advised on the format of the 1998 edition in

12、 general. Dr C Arya (University College, London), Mr J McNeill (Napier University), Professor A Beeby (University of Leeds) and Mr J Moran (Steel Construction Institute) for their useful advice for the 1998 edition. 1 2 Contents a Foreword Dead and imposed loads (BS 6399-1:1996) 4 Dead loads 5 Impos

13、ed floor and ceiling loads 10 Parapets, barriers and balustrades Wind loads (BS 6399-2:1997) Section 1 General 1.1 Scope 1.2 Informative references 1.3 Definitions 1.5 Outline of procedure for calculating wind loads 1.6 Dynamic calculation 1.7 Site exposure 1.8 Choice of method Section 2 Standard me

14、thod 2.1 Standard wind loads 2.2 Standard wind speeds 2.3 Standard pressure coefficients 2.4 External pressure coefficients for walls 2.5 External pressure coefficients for roofs 2.6 Internal pressure coefficients 1.4 Main symbols Imposed roof loads (BS 6399-3:1988) Section 1 General 1 Scope 3 Symbo

15、ls 2Definitions 4 Minimum imposed roof loads Section 2 Snow loads 5 Snow load on the roof 6 Snow load on the ground 7 Snow load shape coefficients Weights of building materials Structural steelwork (BS 5950-1:2000) Section 2 Limit states design 2.1 General principles and design methods 2.2 Loading 2

16、.3 Temperature change 2.4 Ultimate limit states 2.5 Serviceability limit states 3 Page 1 7 9 9 14 15 17 17 17 17 19 21 25 25 27 28 28 33 40 40 43 51 55 57 57 57 57 57 59 59 59 61 63 65 67 67 69 69 69 81 Section 3 Properties of materials and section properties 3.1 Structural steel 3.2 Bolts and welds

17、 3.3 Steel castings and forgings 3.4 Section properties 3.5 Classification of cross-sections 3.6 Slender cross-sections Section 4 Design of structural members 4.1 General 4.2 Members subject to bending 4.3 Lateral-torsional buckling 4.4 Plate girders 4.5 Web bearing capacity, buckling resistance and

18、 stiffener design 4.6 Tension members 4.7 Compression members 4.8 Members with combined moment and axial force 4.13 Column bases Section 5 Continuous structures 5.1 General Section 6 Connections 6.1 General recommendations 6.2 Connections using bolts 6.3 Non-preloaded bolts 6.4 Preloaded bolts 6.5 P

19、in connections 6.6 Holding-down bolts 6.7 Welded connections 6.8 Design of fillet welds 6.9 Design of butt welds Concrete design (BS 8110-1:1997) Section 2 Design objectives and general recommendations 2.1 Basis of design 2.2 Structural design 2.3 Inspection of construction 2.4 Loads and material pr

20、operties 2.5 Analysis 2.6 Design based on tests Section 3 Design and detarlmg: reinforced concrete 3.1 Design basis and strength of materials 3.2 Structures and structural fkames 3.3 Concrete cover to reinforcement 3.4 Beams 3.5 Solid slabs supported by beams or walls 3.8 Columns 3.11 Bases 3.12 Con

21、siderations affecting design details 83 83 84 84 85 87 94 99 99 99 102 121 130 135 136 156 163 165 165 167 167 169 172 177 180 181 182 185 188 191 193 193, 193 195 195 197 198 200 200 202 204 209 217 226 234 236 4 Section 4 Design and detailing: prestressed concrete 0 4.1 Design basis 4.2 Structures

22、 and structural fiames 4.3 Beams Concrete design (BS 8110-2:1985) 2.4 Torsional resistance of beams Concrete design (BS 8110-3:1985) Design charts Timber (BS 5268-2:2002) Section 2 Timber 2.3 Species 2.4 Dimensions and geometrical properties 2.5 Grades 2.6 Grade stresses for strength classes and ind

23、ividual species 2.7 Additional properties 2.8 Duration of loading 2.9 Load-sharing systems 2.10 Flexural members 2.1 1 Compression members 2,12 Tension members Section 3 Glued laminated timber 3.1 General 3.2 Grade stresses for horizontally glued laminated members 3.3 Grade stresses for vertically g

24、lued laminated members 3.4 Glued end joints in glued laminated timber 3.5 Glued laminated flexural members Section 4 Plywood 4.1 General 4.2 Durability 4.3 Dimensions and section properties 4.4 Grades 4.5 Grade stresses and moduli 4.6 Design data derived fiom characteristic values Section 6 Joints 6

25、.1 General 6.2 Joint slip 6.3 Anti-corrosion treatment 6.4 Nailed joints 6.5 Screwed joints 6.6 Bolted and dowelled joints Annex B Modification factor for compression members Timber strength classes (BS EN 338) 1 Scope 2 Normative references 248 248 249 249 257 259 265 267 273 275 275 275 276 277 29

26、4 294 295 295 300 305 307 307 307 307 308 309 310 310 310 311 315 316 316 318 318 3 19 3 19 3 19 327 334 350 35 1 353 353 5 3 Definition 4 Symbols 5 Classification of structural timber 6 Allocation of a timber population to a strength class Masonry (BS 5628-1:1992) Section 2 Materials, components an

27、d workmanship 7 Structural units 14 Cements 15 Mortars Section 3 Design: objectives and general recommendations 19 Basis of design 20 Stability 21 Loads 22 Design loads: partial safety factor, yf 23 Characteristic compressive strength of masonry, fk 24 Characteristic flexural strength of masonry,fh

28、25 Characteristic shear strength of masonry,f, 26 Coefficient of friction 27 Partial safety factors for material strength, ym Section 4 Design: detailed considerations 28 Consideration of slenderness of walls and columns 29 Special types of walls 30 Eccentricity in the plane of the wall 3 1 Eccentri

29、city at right angles to the wall 32 Walls and columns subjected to vertical loading 33 Walls subjected to shear forces 34 Concentrated loads: stresses under and close to a bearing 36 Walls subjected to lateral load Foundations (BS 8004:1996) Section 2 Design of foundations 2.1 General 2.2 Ground con

30、siderations 2.3 Structural considerations Section 3 Shallow foundations 3.1 General 3.2 Design considerations Introduction to structural Eurocodes Publication dates of standards and amendments at May 2002 6 353 353 353 3 54 357 359 359 360 360 361 361 361 362 362 363 365 365 365 365 368 368 370 372

31、372 372 373 373 378 385 387 387 389 392 397 397 397 40 1 41 1 BS 6399-1:1996 Loading for buildings -Part 1: Code ofpractice for dead and imposed loads 7 8 4 Dead loads Dead loads are calculated from me UIUT. weignts given in BS 648 or from the actual known weights of the materials used. Where there

32、is doubt as to the permanency of dead loads, such loads should be treated as imposed loads. Where permanent partitions are indicated, their actual weights are included in the dead load. The weights of tanks and other receptacles, and of their contents, are considered as dead loads. These loads shoul

33、d be calculated for the cases when a tank or receptacle is full and when it is empty. 6 Imposed floor and ceiling loads 6.1 Floors 6.1.1 General The loads appropriate to the type of activity/occupancy for which the floor area will be used in service are given in table 1. The loads in table 1 should

34、be treated as the unfactored or characteristic loads for design purposes. They should be considered as the minimum values to be adopted. Where higher values are considered more appropriate, based on a knowledge of the proposed use of the structure or proposed installation of equipment, machinery, st

35、acking systems, etc., they should be used instead. 9 Table 1. Minimum ii Examples of specific use Type of activityloccupancy for part of the building or structure Uniformity Concentrated load distributed load kN kNh2 A Domestic and residential activities (Also see category C) All usages within self-

36、contained dwelling units Communal areas (including kitchens) in blocks of flats with limited use (See note 1) (For communal areas in other blocks of flats, see C3 and below) Bedrooms and dormitories except those in hotels and motels B Offices and work areas not covered elsewhere 1.5 1.4 1.5 1.8 Bedr

37、ooms in hotels and motels Hospital wards Toilet areas Billiard rooms 2.0 1.8 2.0 2.7 Balconies Single dwelling units and communal areas in blocks of flats with limited use (See note 1) Guest houses, residential clubs and communal areas in blocks of flats except as covered by note 1 3.0 Hotels and mo

38、tels 1.5 Same as rooms to which 1.5/m run concentrated they give access but at the outer edge with a minimum of 4.0 Same as rooms to which they give access but with a minimum of 3.0 Operating theatres, X-ray rooms, utility mms Work rooms (light industrial) without storage Offices for general use Ban

39、kinr! halls 4.5 2.0 4.5 2.5 1.8 2.5 2.7 3.0 2.7 1.4 Rooms with mainfmne computers or similar equipment Machinerv halls. circulation maces therein 1.Wm run concentrated at the outer edge 3.5 4.5 4.0 4.5 Projection rooms Factories, workshops and similar buildings general industrial) 5.0 To be determin

40、ed for 5.0 4.5 specific use Kitchens, laundries, laboratories I 3.0 14.5 Foundries Zatwalks 20.0 To be determined for specific use 1.0 at 1 m centres - Same as rooms to which they give access but with a minimum of 4.0 1.Wm run concentrated at the outer edge Balconies - Fly galleries Ladders 4.6 kNh

41、rn distributed - untfody over width - 1.5 rung load 10 Public, institutional and communal dining rooms and lounges. cafes and restaurants (See note 2) 2.0 vel or b) with access: 0.25 kN/m2 uniformly distributed over the whole area and a concentrated load of 0.9 kN so placed as to produce the maximum

42、 effect in the supporting members. 10 Parapets, barriers and balustrades Table 4 specifies minimum horizontal imposed loads appropriate to the design of parapets, barriers, balustrades and other elements of a structure intended to retain, stop or guide people. The loads given in table 4 should be tr

43、eated as the unfactored or characteristic loads for design purposes. The uniformly distributed line load and the uniformly distributed and concentrated loads applicable to the infill are not additive and should be considered as three separate load cases. In design, the horizontal uniformly distribut

44、ed line load should be considered to act at a height of 1.1 m above datum level, irrespective of the actual height of the element. For this purpose, the datum level should be taken as the finished level of the access platform, or the pitch line drawn through the nosings of the t-ir trnn,-a 14 BS 639

45、9-2 : 1997 Loading for buildings - Part 2: Code of practice for wind loads 15 e e e 16 Section 1. General 1.1 Scope This Part of BS 6399 gives methods for determining the gust peak wind loads on buildings and components thereof that should be taken into account in design using equivalent static proc

46、edures. Two alternative methods are given: a) a standard method which uses a simplified procedure to obtain a standard effective wind speed which is used with standard pressure coefficients to determine the wind loads for orthogonal design cases. NOTE 1 This procedure is virtually the same as in CP3

47、:Chapter VPart 2. b) a directional method in which effective wind speeds and pressure coefficients are determined to derive the wind loads for each wind direction. Other methods may be used in place of the two methods given in this standard, provided that they can be shown to be equivalent. Such met

48、hods include wind tunnel tests which should be taken as equivalent only if they meet the conditions defined in Annex A. NOTE 2 Wind tunnel tests are recommended when the form of the building is not covered by the data in this standard, when the form of the building can be changed in response to the

49、test results in order to give an optimized design, or when loading data are required in more detail than is given in this standard. Specialist advice should be sought for building shapes and site locations that are not covered by this standard. The methods given in this Part of BS 6399 do not apply to buildings which, by virtue of the structural properties, e.g. mass, stiffness, natural frequency or damping, are particularly susceptible to dynamic excitation. These should be assessed using established dynamic methods or wind tunnel tests. NOTE 3 See references l to 4 f