1、BRITISH STANDARD BS 6349-7: 1991 Maritime structures Part 7: Guide to the design and construction of breakwaters Incorporating corrigendum January 2010 ICS: 47.020.01; 93.140BS 6349-7:1991 This British Standard, having been prepared under the direction of the Civil Engineering and Building Structure
2、s Stand- ards Policy Committee, was published under the authority of the Standards Board and comes into effect on 31 October 1991 BSI 2010 The following BSI references relate to the work on this standard: Committee reference CSB/17 Draft for comment 90/10429 DC ISBN 978 0 580 69608 4 Committees resp
3、onsible for this British Standard The preparation of this British Standard was entrusted by the Civil Engineering and Building Standards Policy Committee (CSB/-) to Technical Committee CSB/17, upon which the following bodies were represented: Association of Consulting Engineers British Ports Federat
4、ion and the National Association of Ports Employers British Steel Industry Concrete Society Department of the Environment (Property Services Agency) Department of Transport (Marine Directorate) Federation of Civil Engineering Contractors Health and Safety Executive Institution of Civil Engineers Ins
5、titution of Structural Engineers Oil Companies International Marine Forum Amendments issued since publication Date Comments Correction to equations in 4.4.3 and 4.4.5 31 January 2010BS 6349-7:1991 BSI 04-1999 i Contents Page Committees responsible Inside front cover Foreword v Section 1. General 1.1
6、 Scope 1 1.2 Definitions 1 Section 2. Layout planning 2.1 General 2 2.2 Harbour layout 2 2.2.1 General 2 2.2.2 Navigational aspects 2 2.2.3 Wave penetration 2 2.2.4 Wave overtopping and transmission 3 2.2.5 Breakwater alignment 3 2.2.6 Physical and computational modelling 4 2.3 Environmental effects
7、 4 2.3.1 General 4 2.3.2 Hydrodynamic regime and sediment transport 4 2.3.3 Pollution 4 2.3.4 Ecological considerations 5 2.4 Data collection 5 2.4.1 Meteorology and climatology 5 2.4.2 Waves 5 2.4.3 Bathymetry and coastal topography 5 2.4.4 Water levels 5 2.4.5 Water movement 5 2.4.6 Sediment trans
8、port 5 2.4.7 Geotechnical aspects 7 2.4.8 Construction materials 7 Section 3. General design of breakwater structures 3.1 General 8 3.2 Design philosophy 8 3.2.1 General 8 3.2.2 The design wave 8 3.2.3 Factors contributing to failure 10 3.3 Design development 10 3.4 Design wave climate 12 3.4.1 Deri
9、vation of wave climate 12 3.4.2 Design wave conditions 13 3.5 Choice of type of structure 14 3.5.1 Types of structure 14 3.5.2 Factors affecting choice 14 3.6 Hydraulic model testing 16 3.6.1 Introduction 16 3.6.2 Model scales 17 3.6.3 Model concrete armour units 17 3.6.4 Model construction 17 3.6.5
10、 Test programme 18 3.7 Risk analysis 20BS 6349-7:1991 ii BSI 04-1999 Page 3.7.1 Limit states 20 3.7.2 Choice of level of risk 20 3.7.3 Fault trees 20 3.7.4 Method of analysis 21 Section 4. Rubble mound structures 4.1 General 22 4.2 Overall design 22 4.2.1 Factors affecting choice of cross section 22
11、 4.2.2 Run-up and overtopping 28 4.2.3 Overall stability 28 4.3 Design of armour 31 4.3.1 General 31 4.3.2 Rock armour 31 4.3.3 Concrete armour units 32 4.3.4 Design formulae 34 4.3.5 Thickness and extent of armour layer 37 4.3.6 Crest and rear face armour 38 4.4 Design of core and underlayers 38 4.
12、4.1 General considerations 38 4.4.2 Grading of core material 38 4.4.3 Sizing of underlayer material 39 4.4.4 Thickness of underlayers 40 4.4.5 Filters for reclamation 40 4.5 Design of crest structures 41 4.5.1 General considerations 41 4.5.2 Structural design 43 4.5.3 Analysis 43 4.6 Design of toe a
13、nd apron 44 4.7 Design of foundations 49 4.8 Design of breakwater head 49 4.9 Low crest breakwaters 50 4.9.1 General considerations 50 4.9.2 Design of armour 51 4.10 Construction materials 51 4.10.1 Rock 51 4.10.2 Concrete 53 4.10.3 Geotextiles and related products 53 4.10.4 Bituminous materials 53
14、4.11 Construction 53 4.11.1 General 53 4.11.2 Construction plant 53 4.11.3 Construction sequence 54 4.11.4 Toe construction 54 4.11.5 Core and underlayers 54 4.11.6 Armour 54 4.11.7 Measurement, deviations and tolerances 56 4.11.8 Crest structure 56 4.12 Monitoring and maintenance 57 Section 5. Vert
15、ical face structures 5.1 General 58 5.2 Types of structure 58BS 6349-7:1991 BSI 04-1999 iii page 5.2.1 General58 5.2.2 Structures with solid face 58 5.2.3 Structures with perforated face 58 5.2.4 Structures with rubble mound at seaward face 58 5.3 Design 58 5.3.1 General 58 5.3.2 Hydraulic performan
16、ce 58 5.3.3 Loads 67 5.3.4 Overall stability 69 5.3.5 Foundations 69 5.3.6 Anti-scour protection 70 5.3.7 Crest structures 71 5.3.8 Breakwater head 72 5.3.9 Durability and detailing 72 5.4 Caisson structures 72 5.4.1 General 72 5.4.2 Shape 72 5.4.3 Foundations 73 5.4.4 Floating condition 73 5.4.5 Fi
17、ll 73 5.4.6 Joints between caissons 73 5.4.7 Crest structure 73 5.5 Concrete blockwork structures 75 5.6 Mass concrete structures 75 5.7 Cellular sheet piled structures 75 5.7.1 General 75 5.7.2 Anti-scour protection 76 5.7.3 Crest structures 76 5.8 Double-wall sheet piled structures 76 5.9 Single-w
18、all sheet piled structures 76 Section 6. Composite structures 6.1 General 77 6.2 Types of structure 77 6.3 Design of composite breakwater structures 77 6.3.1 Introduction 77 6.3.2 Factors affecting choice of cross section 77 6.3.3 Hydraulic performance 77 6.3.4 Loads 77 6.3.5 Overall stability 77 6.
19、3.6 Substructure and foundations 79 6.3.7 Superstructure 80 6.4 Construction 80 Appendix A Bibliography 81 A.1 Publications referred to in the text 81 A.2 Further reading 83 Figure 1 Typical breakwater layouts 6 Figure 2 Relationship between design life, return period and probability of exceedence 9
20、 Figure 3 The design process 11 Figure 4 Typical cause-consequence chart for a rubble mound breakwater 21BS 6349-7:1991 iv BSI 04-1999 Page Figure 5 Elements and functions of typical rubble mound breakwaters 23 Figure 6 Examples of rubble mound breakwaters with underlayers 24 Figure 7 Examples of ru
21、bble mound breakwaters without underlayers 27 Figure 8 Transmitted wave height due to overtopping relative to freeboard of rubble mound 29 Figure 9 Transmitted wave height due to overtopping as a function of percentage exceedence 30 Figure 10 Significant causes of failure due to wave action 31 Figur
22、e 11 Examples of concrete armour units 33 Figure 12 Typical crest structures for rubble mound breakwaters 42 Figure 13 Toe details for rubble mound breakwaters 45 Figure 14 Falling apron for rubble mound breakwaters 47 Figure 15 Threshold movement of stone on sea bed under wave action 48 Figure 16 T
23、ypical breakwater roundhead construction 50 Figure 17 Typical construction sequence for rubble mound breakwater 55 Figure 18 Caisson structures 59 Figure 19 Concrete blockwork structure 61 Figure 20 Mass concrete structure 61 Figure 21 Typical cellular sheet piled structure 62 Figure 22 Double-wall
24、sheet piled structure 63 Figure 23 Single-wall sheet piled structure 64 Figure 24 Vertical wall structure with perforated face 64 Figure 25 Slotted wavescreen 65 Figure 26 Vertical wall structures with armour mound at seaward face 66 Figure 27 Wave transmission coefficients due to overtopping 68 Fig
25、ure 28 Stability number N sfor rubble foundation and toe protection 71 Figure 29 Typical caisson joints 74 Figure 30 Typical composite breakwater structures 78 Figure 31 Failure modes for a composite breakwater structure 79 Table 1 Wind speed adjustment, nearshore 12 Table 2 Overtopping water: safet
26、y considerations 14 Table 3 Movement of concrete armour units in models 19 Table 4 Damage classification in model breakwaters 19 Table 5 Typical values of voids for armour 32 Table 6 Suggested maximum sizes of concrete armour units 34 Table 7 Suggested K Dvalues for rock armour using Hudsons formula
27、 36 Table 8 Suggested preliminary K Dvalues for concrete armour units in structure trunk 37 Table 9 Weight of rock in underlayer for some concrete armour units 39 Table 10 Layer coefficients 41 Table 11 Engineering characteristics and performance of common rocks 52 Publication(s) referred to Inside
28、back coverBS 6349-7:1991 BSI 04-1999 v Foreword This Part of BS 6349 has been prepared under the direction of the Civil Engineering and Building Structures Standards Policy Committee. This Part of BS 6349 consists of six sections providing guidance for the design and construction of breakwaters as f
29、ollows. Section 1: General; Section 2: Layout planning; Section 3: General design of breakwater structures; Section 4: Rubble mound structures; Section 5: Vertical face structures; Section 6: Composite structures. It has been assumed in the drafting of this British Standard that the execution of its
30、 provisions is entrusted to appropriately qualified and experienced people, for whose guidance it has been prepared. It provides information and guidance, not all of which may be directly verifiable. Depending upon the extent of information and knowledge gained in this field in the coming years, it
31、is possible that this guide could be updated as a code of practice. The seven Parts of BS 6349 are as follows. Part 1: General criteria; Part 2: Design of quay walls, jetties and dolphins; Part 3: Design of dry docks, locks, slipways and shipbuilding berths, shiplifts and dock and lock gates; Part 4
32、: Design of fendering and mooring systems; Part 5: Code of practice for dredging and land reclamation; Part 6: Design of inshore moorings and floating structures; Part 7: Guide to the design and construction of breakwaters. Parts 1 to 6 have been written as codes of practice and contain recommendati
33、ons on good, accepted practice as followed by competent practitioners. Part 7 has been written as a guide. A number of the figures and tables in this Part of BS 6349 have been provided by individual organizations who own the copyright. The details of the sources are given at the foot of each figure
34、and BSI acknowledges with appreciation permission to reproduce them. The full list of the organizations which have taken part in the work of the Technical Committee is given on the inside front cover. The Chairman of the Committee was Mr P Lacey CEng, FICE, FIStructE, FIHT, FRSA and the following we
35、re members of the Technical Committee. J G Berry BA, BAI, CEng, FICE, MIStructE T Cunnington BSc, CEng, MICE D F Evans CEng, FICE, FIStructE D Kerr CEng, MICE J W Lloyd BSc(Eng), MICE R J Pannett CEng, MICE J Read MA, CEng, FICE D C Spooner BSc, PhD, MInstP, CPHYS P D Stebbings BSc(Eng), CEng, FICE
36、D Waite CEng, FIStructE, MICE, AWeldI M J C Wilford CEng, MIStructEBS 6349-7:1991 vi BSI 04-1999 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 doe
37、s not of itself confer immunity from legal obligations. Summary of pages This document comprises a front cover, an inside front cover, pages i to vi, pages 1 to 84, an inside back cover and a back cover. This standard has been updated (see copyright date) and may have had amendments incorporated. Th
38、is will be indicated in the amendment table on the inside front cover.BS 6349-7:1991 BSI 04-1999 1 Section 1. General 1.1 Scope This Part of BS 6349 provides guidance on the design and construction of breakwaters. Breakwaters are structures which provide protection to harbours and structures such as
39、 sea intakes against wave action and this Part of BS 6349 gives guidance on the main types of breakwater. Floating breakwaters are not included. Coastal structures such as groynes, revetments and training walls are not covered, although certain aspects of design may be found to be relevant to them.
40、NOTE The titles of the publications referred to in this British Standard are listed on the inside back cover. The numbers in square brackets used throughout the text relate to the bibliographic references given in Appendix A. 1.2 Definitions For the purposes of this Part of BS 6349, the definitions
41、in BS 6349-1 apply together with the following. 1.2.1 rubble mound breakwater a structure composed primarily of rocks dumped or placed upon the sea bed. An outer layer, or layers, of more massive rock or precast concrete units provides an armour layer to protect the less massive rock core from wave
42、attack. A concrete crest structure which contributes to the function of the breakwater may be constructed on the mound NOTE Examples of rubble mound breakwaters are shown in Figure 6. 1.2.2 vertical face breakwater a breakwater in which wave attack is resisted primarily by a vertically faced structu
43、re extending directly from sea bed level NOTE Examples of vertical face breakwaters are shown in Figure 18. 1.2.3 composite breakwater a submerged rubble mound foundation or breakwater surmounted by a vertically faced structure projecting above sea level NOTE Examples of composite breakwaters are sh
44、own in Figure 30.BS 6349-7:1991 2 BSI 04-1999 Section 2. Layout planning 2.1 General This section considers the planning of breakwater layout to achieve the harbour protection function. Guidance is given on navigational aspects, wave penetration, environmental effects and data collection. 2.2 Harbou
45、r layout 2.2.1 General Wave energy can enter a harbour by penetration through the entrance between the breakwaters, by overtopping and by transmission through permeable breakwater structures. The types of breakwater structures used and their detailed design therefore influence the wave climate withi
46、n the harbour, and for this reason breakwater layout cannot be entirely separated from design of the structures; an iterative process is often needed in determining the optimum solution. Port planning requirements for the number, size and locations of cargo handling facilities will determine the ove
47、rall dimensions of the harbour. These considerations are outside the scope of this Part of BS 6349. References are given in 2.1.1 of BS 6349-2:1988. Breakwaters can also be required to protect an approach channel from littoral drift or to stabilize or train the alignment of a tidal entrance. The sit
48、ing and layout of the breakwaters to provide the necessary degree of protection to the harbour are determined by the need for the following: a) sheltered conditions for ships at berth or anchorage; b) manoeuvring and turning areas for ships within the harbour; c) an adequate stopping distance for sh
49、ips entering the harbour entrance at a safe navigating speed. 2.2.2 Navigational aspects Criteria for depth and width of approach channels are given in clause 18 of BS 6349-1:1984, criteria for manoeuvring inside harbours are given in clause 19 of BS 6349-1:1984, and criteria for the acceptable wave conditions for moored boats and ships are given in clauses 30 and 31 of BS 6349-1:1984. Suitable conditions should also be provided to enable tugs and mooring vessels t
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