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1、BRITISH STANDARD BS 8007:1987 Code of practice for Design of concrete structures for retaining aqueous liquids UDC 624.953:621.642.3.031:691.32:614.8 Licensed Copy: London South Bank University, London South Bank University, Fri Dec 08 05:33:06 GMT+00:00 2006, Uncontrolled Copy, (c) BSI BS 8007:1987
2、 This British Standard, having been prepared under the direction of the Civil Engineering and Building Structures Standards Committee, was published under the authority of the Board of BSI and comes into effect on 30 October 1987. BSI 11-1998 The following BSI references relate to the work on this s
3、tandard: Committee reference CSB/60 Draft for comment 86/12222 DC ISBN 0 580 16134 X Committees responsible for this British Standard The preparation of this British Standard was entrusted by the Civil Engineering and Building Structures Standards Committee (CSB/-) to Technical Committee CSB/60, upo
4、n which the following bodies were represented: Department of the Environment (Property Services Agency) Health and Safety Executive Institution of Civil Engineers Institution of Structural Engineers Water Authorities Association Amendments issued since publication Amd. No.Date of issueComments Licen
5、sed Copy: London South Bank University, London South Bank University, Fri Dec 08 05:33:06 GMT+00:00 2006, Uncontrolled Copy, (c) BSI BS 8007:1987 BSI 11-1998i Contents Page Committees responsible Inside front cover Foreword iii Section 1. General 1.1 Scope 1 1.2 Field of application 1 1.3 Symbols 1
6、1.4 Operational safety 1 1.5 Statutory requirements 1 Section 2. Design: objectives and general recommendations 2.1 Design objectives 2 2.2 Structural design 2 2.3 Loads 3 2.4 Analysis of walls and junctions 3 2.5 Site conditions 4 2.6 Causes and control of cracking 4 2.7 Design life and serviceabil
7、ity 5 2.8 Specification 7 2.9 Operational safety considerations 7 Section 3. Design and detailing: reinforced concrete 3.1 General 8 3.2 Design 8 Section 4. Design and detailing: prestressed concrete 4.1 General 10 4.2 Basis of design 10 4.3 Cylindrical prestressed concrete structures 10 4.4 Other p
8、restressed concrete structures 10 Section 5. Design, detailing and workmanship of joints 5.1 General 11 5.2 Types of joint 11 5.3 Movement joints 11 5.4 Construction joints 13 5.5 Temporary open sections 14 5.6 Joints in ground slabs 14 5.7 Joints in walls 14 5.8 Joints in roofs 14 Section 6. Concre
9、te: specification and materials 6.1 General 16 6.2 Materials 16 6.3 Mix proportions 16 6.4 Workability 16 6.5 Surface finish of concrete 16 6.6 Blinding layer 16 6.7 Pneumatically applied mortar 16 Section 7. Specification and workmanship: reinforcement 7.1 General 17 7.2 Special reinforcement 17 Li
10、censed Copy: London South Bank University, London South Bank University, Fri Dec 08 05:33:06 GMT+00:00 2006, Uncontrolled Copy, (c) BSI BS 8007:1987 ii BSI 11-1998 Page Section 8. Specification and workmanship: prestressing tendons 8.1 General 18 Section 9. Inspection and testing of the structure 9.
11、1 General 19 9.2 Testing of structures 19 9.3 Testing of roofs 19 Appendix A Calculation of minimum reinforcement, crack spacing and crack widths in relation to temperature and moisture effects 20 Appendix B Calculation of crack widths in mature concrete 26 Appendix C Jointing materials 27 Appendix
12、D Bibliography 30 Figure 5.1 Examples of movement joints 15 Figure A.1 Surface zones: walls and suspended slabs 21 Figure A.2 Surface zones: ground slabs 22 Figure A.3 Restraint factor R for various wall and floor slab placing sequences 25 Table 3.1 Allowable steel stresses in direct or flexural ten
13、sion for serviceability limit states 9 Table 5.1 Design options for control of thermal contraction and restrained shrinkage 13 Table A.1 Factors for the calculation of minimum reinforcement for crack distribution and crack spacing 21 Table A.2 Typical values of T1 for OPC concretes, where more parti
14、cular information is not available 24 Table A.3 Influence of slab proportions on the centreline restraint factor 26 Publications referred to Inside back cover Licensed Copy: London South Bank University, London South Bank University, Fri Dec 08 05:33:06 GMT+00:00 2006, Uncontrolled Copy, (c) BSI BS
15、8007:1987 BSI 11-1998iii Foreword This British Standard has been prepared under the direction of the Civil Engineering and Building Structures Standards Committee. It replaces BS 5337, which is withdrawn. Following the withdrawal of CP 114 the alternative method of design allowed in BS 5337 has been
16、 omitted in this British Standard. Secondly, the withdrawal of CP 110 and its replacement by BS 8110 have led to the updating of this code to align with BS 8110. One important change is that the crack width equations have been modified to align with the recommendations of BS 8110 and now include a c
17、rack width equation for direct tension. Other changes include a more logical arrangement of objectives and general recommendations for design, the introduction of a restraint factor, the introduction of recommendations for partially prestressed concrete structures, improved recommendations for joint
18、s, updating of guidance on jointing materials, an elaboration of the recommendations for concrete and reinforcement (including special reinforcement), and a revision of the inspection and testing recommendations for the structure. For the first time in a British Standard civil engineering design cod
19、e the designer is recommended to consider operational safety and to provide appropriately at the design stage. It has been assumed in the drafting of this code that the design of liquid-retaining reinforced and prestressed concrete structures is entrusted to chartered civil or structural engineers e
20、xperienced in the use of reinforced or prestressed concrete, and that site construction is carried out under the direction of a competent person. This code, which is a type 11) design code, has been prepared by a Technical Committee consisting of chartered engineers nominated by the organizations re
21、presented (see the back cover). The members of the Drafting Panel, convened by the Institution of Structural Engineers, were as follows. NOTEThe numbers in square brackets used throughout the text of this standard relate to the bibliographic references given in appendix D. 1) Type 1 codes are define
22、d in PD 6501-1 as “those detailing professional knowledge or practices”. Mr R D Anchor B Sc, C Eng, F I Struct E, F I C EChairman Mr A H Allen M A (Cantab), B Sc, C Eng, F I Struct E, F I C E Professor B P Hughes B Sc(Eng), D Sc, Ph D, C Eng, F I Struct E, M I C E Mr D W Quinion B Sc(Eng), C Eng, F
23、I Struct E, F I C E Mr E H Thorpe C Eng, M I Struct E Mr R J W Milne B ScSecretary The work of the Drafting Panel was overseen by the Steering Group from the Technical Committee, whose members included the following. Mr C J Evans M A(Cantab), F Eng, F I Struct E, F I C E, F I W E SChairman Mr H B Go
24、uld C Eng, F I Struct E, F I C E Mr I T Millar B Sc, C Eng, M I C E Mr E M OLeary B E, C Eng, F I Struct E, F I C E, M I H T Mr K Rowe C Eng, M I C E, F B I M, M I W E S Licensed Copy: London South Bank University, London South Bank University, Fri Dec 08 05:33:06 GMT+00:00 2006, Uncontrolled Copy,
25、(c) BSI BS 8007:1987 iv BSI 11-1998 A British Standard does not purport to include all the necessary provisions of a contract. Users of British Standards are responsible for their correct application. Compliance with a British Standard does not of itself confer immunity from legal obligations. Summa
26、ry of pages This document comprises a front cover, an inside front cover, pages i to iv pages 1 to 30, an inside back cover and a back cover. This standard has been updated (see copyright date) and may have had amendments incorporated. This will be indicated in the amendment table on the inside fron
27、t cover. Licensed Copy: London South Bank University, London South Bank University, Fri Dec 08 05:33:06 GMT+00:00 2006, Uncontrolled Copy, (c) BSI BS 8007:1987 BSI 11-19981 Section 1 Section 1. General 1.1 Scope This British Standard provides recommendations for the design and construction of normal
28、 reinforced and prestressed concrete structures used for the containment or exclusion of aqueous liquids. The term “liquid” in this code includes any contained or excluded aqueous liquids but excludes aggressive liquids. The code does not cover dams, pipes, pipelines, lined structures, or the damp-p
29、roofing of basements. The term “structure” is used herein for the vessel that contains or excludes the liquid, and includes tanks, reservoirs, and other vessels. NOTE 1The design of structures of special form or in unusual circumstances is a matter for the judgement of the designer. NOTE 2The titles
30、 of the publications referred to in this standard are listed on the inside back cover. 1.2 Field of application This British Standard applies particularly to UK conditions, and although the principles are applicable to design in other parts of the world, the designer should take account of local con
31、ditions, particularly variations in climate and the possibility of earthquakes, which have not been considered for UK conditions. Consideration has been given to the storage of liquids at ambient temperatures or at temperatures up to approximately 35 C such as are found in swimming pools and industr
32、ial structures. Recommendations are given for structures in aggressive soils and for structures in areas liable to settlement and subsidence. No recommendations have been made for the effect of any dynamic forces nor for the effect of ice formation on the structure, and the designer should refer to
33、specialist literature for information. 1.3 Symbols For the purposes of this British Standard the symbols given in BS 8110-1:1985 apply. 1.4 Operational safety The code includes recommendations for design to provide for operational safety. 1.5 Statutory requirements Designers should check compliance
34、with any statutory requirements.2) 2) Reference should be made to the Reservoirs Act 1975 for structures that have a capacity of more than 25 000 m3. Licensed Copy: London South Bank University, London South Bank University, Fri Dec 08 05:33:06 GMT+00:00 2006, Uncontrolled Copy, (c) BSI BS 8007:1987
35、 2 BSI 11-1998 Section 2 Section 2. Design: objectives and general recommendations 2.1 Design objectives The purpose of design is the achievement of acceptable probabilities that the structure being designed will not become unfit in any way for the use for which it is intended. This code provides fo
36、r a method of design based on limit state philosophy that is generally in accordance with the methods employed in BS 8110. Structural elements that are not part of the liquid-retaining structure should be designed in accordance with BS 8110. 2.2 Structural design 2.2.1 Limit state recommendations Th
37、e design of the whole structure and all individual members should be in accordance with the recommendations given in BS 8110 as modified by the recommendations of this code. When all relevant limit states are considered, the design should lead to an adequate degree of safety and serviceability. It i
38、s recommended that the size of the elements and the amounts of reinforcement are assessed on the basis of the serviceability crack width limit state, and that other limit states, including the ultimate limit states, are checked. 2.2.2 Ultimate limit states (ULS) The partial safety factor, gf, for re
39、tained liquid loads should be taken as 1.4 (as given in Table 2.1 of BS 8110-1:1985) for load combinations 1 and 2 and as 1.2 for load combination 3, as appropriate.3) 2.2.3 Serviceability limit states (SLS) 2.2.3.1 General. The partial safety factor, gf, for all loads should be taken as unity as im
40、plied in 3.3 of BS 8110-2:1985. 2.2.3.2 Flotation. A structure subject to groundwater pressure should be designed to resist flotation. The deadweight of the empty structure with any anchoring devices should provide a safety factor of not less than 1.1 against uplift pressures during construction and
41、 in service. A factor of 1.1 should be used only where the maximum groundwater level can be assessed accurately; otherwise the factor should be assessed by the designer. The uplift may be reduced by: a) providing effective drainage to prevent a build-up of external water as far as local conditions p
42、ermit; b) providing pressure relief devices discharging into the vessel (where the entry of external groundwater is acceptable). 2.2.3.3 Cracking. For the purpose of defining the serviceability crack width limit state, the maximum design surface crack widths for the exposure conditions defined in 2.
43、7.3 should be taken to be the following. a) Reinforced concrete. The maximum design surface crack widths for direct tension and flexure or restrained temperature and moisture effects are: 1) severe or very severe exposure: 0.2 mm; 2) critical aesthetic appearance: 0.1 mm. b) Prestressed concrete. Ex
44、cept for the special recommendations for the design of cylindrical prestressed structures (see 4.3), the tensile stress in the concrete should be limited for prestressed concrete structures in accordance with the recommendations of 2.2.3.4.2 of BS 8110-1:1985. A statically determinate member nominal
45、ly subjected to axial prestressing should be assumed to have a minimum eccentricity of prestressing of 20 mm or 0.05 times the overall thickness in the plane of bending, whichever is less. For statically indeterminate structures, including cylindrical prestressed structures, this minimum eccentricit
46、y recommendation can be ignored. The required exposure conditions for the surfaces of all members should be clearly defined at the outset of the design process and each member designed in accordance with the crack width limit state recommendations in this section. Guidance on assumptions and methods
47、 that may be used for calculating crack widths are given in 2.6 and appendices A and B. 3) In exceptional circumstances where it is envisaged that the height of the liquid can greatly exceed the height of the wall, factors derived from 2.2.2 of BS 8110-2:1985 should be considered. Licensed Copy: Lon
48、don South Bank University, London South Bank University, Fri Dec 08 05:33:06 GMT+00:00 2006, Uncontrolled Copy, (c) BSI BS 8007:1987 BSI 11-19983 Section 2 2.2.3.4 Deflections. The recommendations for span/effective depth ratios given in BS 8110-1:1985 apply to horizontal members carrying uniformly
49、distributed loads. For a cantilever wall which tapers uniformly away from the support and which is loaded with a triangular pressure, a net reduction factor should be applied to the above ratios if the thickness at the top is less than 0.6 times the thickness at the base. This reduction factor can be assumed to vary linearly between 1.0 and 0.78 where the thickness at the top varies between 0.6 and 0.3 times the thickness at the bottom. In addition, allowance should be made for the significant additional deflection which occurs at the top of the wall due to
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