1、raising standards worldwideNO COPYING WITHOUT BSI PERMISSION EXCEPT AS PERMITTED BY COPYRIGHT LAWBSI Standards PublicationBS 6349-1-3:2012Maritime worksPart 1-3: General Code of practicefor geotechnical designPublishing and copyright informationThe BSI copyright notice displayed in this document ind
2、icates when thedocument was last issued. The British Standards Institution 2012Published by BSI Standards Limited 2012ISBN 978 0 580 76230 7ICS 47.020.01; 93.140The following BSI references relate to the work on this standard:Committee reference CB/502Draft for comment 12/30250709 DCPublication hist
3、oryFirst published as BS 6349-1, April 1984Second edition as BS 6349-1, July 2000Third (present) edition, September 2012Amendments issued since publicationDate Text affectedBS 6349-1-3:2012 BRITISH STANDARDContentsForeword ivSection 1: General 11 Scope 12 Normative references 13 Terms, definitions,
4、symbols and abbreviations 1Section 2: Site investigation 44 General 45 Planning of ground investigations 55.1 Existing data sources 55.2 Site reconnaissance 55.3 Selection of sampling methods 65.4 Layout of boreholes and trial excavations 65.5 Depth of boreholes 85.6 Sealing of boreholes 95.7 Ground
5、 investigations over water 96 Groundwater investigations 117 Field tests in soil and rock 127.1 Planning 127.2 Normal field tests 127.3 Other field tests 127.5 Sampling of soils, rock and groundwater 148 Laboratory tests on soil and rock 159 Geotechnical design report 15Section 3: Geotechnical desig
6、n 1610 General 1610.1 Soil pressures 1610.2 Tides and water level variations 1610.3 Earthquakes 1711 Basis of geotechnical design 1812 Geotechnical data Selection of parameters for working design 1812.1 General considerations 1812.2 Sands and gravels 1812.3 Silts and fine silty sands 2012.4 Normally
7、- and lightly over-consolidated clays 2012.5 Over-consolidated clays 2112.6 Rocks 2213 Water 2413.1 Single-wall structures 2413.2 Double-wall and cellular structures 2914 Fill, dewatering, ground improvement and reinforcement 2914.1 Fill materials 2914.2 Ground improvement 3014.3 Reinforcement 3015
8、Function and location of anchorages 3016 Retaining structures 3116.1 Flexible structures 3116.2 Diaphragm walls 4117 Slopes 4317.1 Design considerations for slopes and embankments 4317.2 Slope stability and protection Environmental factors 4317.3 Modes of failure 4417.4 Safety and risks of failure 4
9、517.5 Slope profile 4517.6 The effects of construction procedure 4617.7 Drainage 4817.8 Monitoring stability 48BRITISH STANDARD BS 6349-1-3:2012 The British Standards Institution 2012 i17.9 Slope protection 4917.10 Maintenance of earthworks 5017.11 Remedial works 5218 Verification 52AnnexesAnnex A (
10、informative) Sampling and investigation procedures 53Annex B (informative) In-situ and laboratory testing procedures for soil androck 56Annex C (informative) Properties of the ground Physical characteristics of soiland rock 62Bibliography 63List of figuresFigure 1 Location and depth of boreholes for
11、 piled wharf 7Figure 2 Depth of boreholes in relation to retained height of soil and width ofquay wall 8Figure 3 Plain strain shear diagram for sand 19Figure 4 Plain strain shear diagram for normally consolidated clay 22Figure 5 Slab slide in rock 23Figure6Wedge failure in rock 23Figure7Toppling fai
12、lure in rock 24Figure 8 Hydrostatic pressure distribution on waterfront structures where soil isretained to full height of structure 25Figure 9 Hydrostatic pressure distribution on waterfront structure where thesoil is embanked behind the structure 27Figure 10 Effects on hydrostatic and soil pressur
13、e distribution where seepagetakes place beneath retaining structure 28Figure 11 Cantilevered single-wall sheet pile structure 32Figure 12 Anchored single-wall sheet pile structure 33Figure 13 Distribution of earth pressure and earth resistance on cantileveredsingle-wall sheet pile structure 34Figure
14、 14 Distribution of earth pressure and earth resistance on anchoredsingle-wall sheet pile structure 34Figure 15 Double wall sheet pile structures Sheet piles driven into soil belowseabed 35Figure 16 Double wall sheet pile structures Sheet piles terminated on rock atseabed 36Figure 17 Active pressure
15、 distribution on anchored single-wall structure wherefilling is placed before dredging 37Figure 18 Active pressure distribution on anchored single-wall structure wherefilling is placed after dredging 38Figure 19 Distribution of active pressure and passive resistance for total stressconditions in nor
16、mally and lightly over-consolidated clay 39Figure 20 Embankment built in stages with core material protected by dumpedstone 47Figure 21 Slope protection by rock or concrete armouring backed by filterlayer 51List of tablesTable1Typical side slopes for various soil types: underwater slopes 46Table A.1
17、 Sampling and investigation procedures 54Table B.1 In-situ and laboratory testing procedures for soils 56Table B.2 Density of sands and gravels 57Table B.3 In-situ and laboratory testing procedures for rocks 59BRITISH STANDARDBS 6349-1-3:2012ii The British Standards Institution 2012Table B.4 Strengt
18、h of rock material 61Table C.1 Physical characteristics of soils and rocks 62Summary of pagesThis document comprises a front cover, an inside front cover, pages i to vi,pages 1 to 64, an inside back cover and a back cover.BRITISH STANDARD BS 6349-1-3:2012 The British Standards Institution 2012 iiiFo
19、rewordPublishing informationThis part of BS 6349 is published by BSI Standards Limited, under licence fromThe British Standards Institution, and came into effect on 30 September 2012. Itwas prepared by Technical Committee CB/502, Maritime works. A list oforganizations represented on this committee c
20、an be obtained on request to itssecretary.SupersessionTogether with BS 6349-1-1, BS 6349-1-2 and BS 6349-1-4, this part ofBS 6349 supersedes BS 6349-1:2000, which will be withdrawn when all four ofthe new subparts have been published.Relationship with other publicationsBS 6349 is published in the fo
21、llowing parts: Part 1-1: General Code of practice for planning and design foroperations;1) Part 1-2: General Code of practice for assessment of actions;1) Part 1-3: General Code of practice for geotechnical design; Part 1-4: General Code of practice for materials;1) Part 2: Code of practice for the
22、design of quay walls, jetties and dolphins; Part 3: Design of dry docks, locks, slipways and shipbuilding berths, shipliftsand dock and lock gates; Part 4: Code of practice for design of fendering and mooring systems; Part 5: Code of practice for dredging and land reclamation; Part 6: Design of insh
23、ore moorings and floating structures; Part 7: Guide to the design and construction of breakwaters; Part 8: Code of practice for the design of Ro-Ro ramps, linkspans andwalkways.This part of BS 6349 is intended to be read in conjunction with BS EN 1997-1and BS EN 1997-2.Information about this documen
24、tA full revision of BS 6349-1:2000 has been undertaken and the principal changeis to split the document into four smaller parts: BS 6349-1-1: Code of practice for planning and design for operations; BS 6349-1-2: Code of practice for assessment of actions; BS 6349-1-3: Code of practice for geotechnic
25、al design; BS 6349-1-4: Code of practice for materials.The principal change in respect of the geotechnical content is that thedocument has been edited to be compatible with relevant Eurocodes.The new BS 6349-1-3 is split into two main sections covering site investigationand geotechnical design, with
26、 annexes containing informative text regardingsite investigation and testing procedures and typical ground properties.1)In preparation.BRITISH STANDARDBS 6349-1-3:2012iv The British Standards Institution 2012Use of this documentAs a code of practice, this part of BS 6349 takes the form of guidance a
27、ndrecommendations. It should not be quoted as if it were a specification andparticular care should be taken to ensure that claims of compliance are notmisleading.Any user claiming compliance with this British Standard is expected to be able tojustify any course of action that deviates from its recom
28、mendations.Presentational conventionsThe provisions in this standard are presented in roman (i.e. upright) type. Itsrecommendations are expressed in sentences in which the principal auxiliaryverb is “should”.Commentary, explanation and general informative material is presented insmaller italic type,
29、 and does not constitute a normative element.Contractual and legal considerationsThis publication does not purport to include all the necessary provisions of acontract. Users are responsible for its correct application.Compliance with a British Standard cannot confer immunity from legalobligations.B
30、RITISH STANDARD BS 6349-1-3:2012 The British Standards Institution 2012 vBRITISH STANDARDBS 6349-1-3:2012This page deliberately left blankvi The British Standards Institution 2012Section 1: General1 ScopeThis part of BS 6349 gives recommendations for geotechnical activities associatedwith the design
31、 and implementation of maritime works. It covers siteinvestigation and geotechnical design, and gives additional guidance on testingprocedures and typical ground properties.2 Normative referencesThe following documents, in whole or in part, are normatively referenced in thisdocument and are indispen
32、sable for its application. For dated references, onlythe edition cited applies. For undated references, the latest edition of thereferenced document (including any amendments) applies.BS 6031 Code of practice for earthworksBS 6349-1:2000, Maritime structures Part 1: Code of practice for general crit
33、eriaBS 8006-1, Code of practice for strengthened/reinforced soils and other fillsBS EN 1538, Execution of special geotechnical works Diaphragm wallsBS EN 1990, Eurocode Basis of structural designBS EN 1997-1, Eurocode 7 Geotechnical design Part 1: General rulesBS EN 1997-2, Eurocode 7 Geotechnical d
34、esign Part 2: Ground investigationand testing2)BS EN 1998 (all parts), Eurocode 8 Design of structures for earthquakeresistanceBS EN 14731, Execution of special geotechnical works Ground treatment bydeep vibrationBS EN ISO 22475-1, Geotechnical investigation and testing Sampling methodsand groundwat
35、er measurements Part 1: Technical principles for execution3 Terms, definitions, symbols and abbreviations3.1 Terms and definitionsFor the purposes of this part of BS 6349, the following terms and definitionsapply.3.1.1 extreme high water (EHW)highest level that can be predicted to occur as a combina
36、tion of astronomicaltides, positive or negative surges, seiches and freshwater flow3.1.2 extreme low water (ELW)lowest level that can be predicted to occur as a combination of astronomicaltides, positive or negative surges, seiches and freshwater flow3.1.3 highest astronomical tide (HAT)highest leve
37、l that can be predicted to occur under average meteorologicalconditions and under any combination of astronomical conditions2)This standard also gives informative references to BS EN 1997-2.BRITISH STANDARD BS 6349-1-3:2012 The British Standards Institution 2012 13.1.4 lowest astronomical tide (LAT)
38、lowest level that can be predicted to occur under average meteorologicalconditions and under any combination of astronomical conditionsNOTE It is often the level selected as the datum for soundings on navigationalcharts.3.1.5 mean high water springs (MHWS)average, over a long period of time, of the
39、heights of two successive highwaters at springs3.1.6 mean low water springs (MLWS)average, over a long period of time, of the heights of two successive low watersat springs3.1.7 mean sea level (MSL)average level of the sea surface over a long periodNOTE This is preferably 18.6 years (one cycle of th
40、e moons nodes), or the averagelevel that would exist in the absence of tides.3.1.8 neap tideoccasion in a lunar month when the average range of two successive tides isleast3.1.9 rangedifference in height between one high water and the preceding or followinglow water3.1.10 return periodperiod that, o
41、n average, separates two occurrences3.1.11 spring tideoccasion in a lunar month when the average range of two successive tides isgreatest3.2 SymbolsFor the purposes of this part of BS 6349, the following symbols apply.Bebreadth of earth-retaining structurecuundrained shear strength of soilc effectiv
42、e cohesiondpdepth of pile toe from dredge leveldtdepth of tension crackHRretained height of structureKAcoefficient of active earth pressureKpcoefficient of passive earth resistancePAtotal active forcePPtotal passive forcez depth at which a calculation is to be made density of soilseffective bulk wei
43、ght density of saturated soilwweight density of groundwatermaxmaximum angle of friction between soil and structureBRITISH STANDARDBS 6349-1-3:20122 The British Standards Institution 2012rangle of soil shearing resistance effective angle of soil shearing resistance3.3 AbbreviationsFor the purposes of
44、 this part of BS 6349, the following abbreviations apply.DGPS differential global positioning systemELW extreme low waterEHW extreme high waterGPS global positioning systemGWL groundwater levelHAT highest astronomic tideLAT lowest astronomic tideMHWS mean high water springsMLWS mean low water spring
45、sRQD rock quality designationSCR solid core recoverySLS serviceability limit stateSPT standard penetration testTCR total core recoveryULS ultimate limit stateBRITISH STANDARD BS 6349-1-3:2012 The British Standards Institution 2012 3Section 2: Site investigation4 GeneralA study of the surface and sub
46、surface conditions at and near the site ofproposed works should be carried out as an essential preliminary to the designof maritime structures. Much can be learnt from an early assessment of the basicgeology of the area, with particular attention to existing morphologicalprocesses. This study should
47、 provide a basis for determining the extent ofgeotechnical investigation and laboratory testing required and aid in theinterpretation and evaluation of the information obtained.The study should include assessment of the characteristics of soil or rockformations, which can be retained by structures o
48、r provide their foundations, orwhich can be incorporated in or affected by earthworks in the form of dredgingand reclamation. It should also include the collection of data on locally availablematerials for use in constructing the works, including the long-term durability ofthese materials in the par
49、ticular maritime environment.NOTE 1 Site investigation prior to the planning, design and construction of drydocks is of greater importance than for many other structures of similar value orsize. The subsoil conditions can greatly influence the choice of construction method.NOTE 2 Ground investigation practice is described in BS EN 1997-2. Many of themethods and tools widely employed in the investigation of ground on land can beadapted to marine
