1、NA to BS EN 1998-1:2004UK National Annex to Eurocode 8: Design of structures for earthquake resistance Part 1: General rules, seismic actions and rules for buildingsICS 91.120.25NO COPYING WITHOUT BSI PERMISSION EXCEPT AS PERMITTED BY COPYRIGHT LAWNATIONAL ANNEXLicensed Copy: Wang Bin, ISO/EXCHANGE
2、CHINA STANDARDS, 30/10/2008 05:42, Uncontrolled Copy, (c) BSIPublishing and copyright informationThe BSI copyright notice displayed in this document indicates when the document was last issued. BSI 2008ISBN 978 0 580 55090 4The following BSI references relate to the work on this standard:Committee r
3、eference B/525/8Draft for comment 07/30129890DCPublication historyFirst published August 2008Amendments issued since publicationAmd. no. Date Text affectedNA to BS EN 1998-1:2004Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 30/10/2008 05:42, Uncontrolled Copy, (c) BSI BSI 2008 iNA to BS EN
4、1998-1:2004ContentsIntroduction 1NA.1 Scope 1NA.2 Nationally Determined Parameters 2NA.3 Decisions on the status of the informative annexes 11NA.4 References to non-contradictory complementary information 11Bibliography 12List of tablesTable NA.1 UK values for Nationally Determined Parameters descri
5、bed in BS EN 1998-1:2004 2Summary of pagesThis document comprises a front cover, an inside front cover, pages i and ii, pages 1 to 12, an inside back cover and a back cover.Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 30/10/2008 05:42, Uncontrolled Copy, (c) BSINA to BS EN 1998-1:2004ii BS
6、I 2008 This page deliberately left blankLicensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 30/10/2008 05:42, Uncontrolled Copy, (c) BSI BSI 2008 1NA to BS EN 1998-1:2004National Annex (informative) to BS EN 1998-1:2004, Eurocode 8: Design of structures for earthquake resistance Part 1: General r
7、ules, seismic actions and rules for buildingsIntroductionThis National Annex has been prepared by BSI Subcommittee B/525/8, Structures in seismic regions. In the UK it is to be used in conjunction with BS EN 1998-1:2004.NA.1 ScopeThis National Annex gives:a) the UK decisions for the Nationally Deter
8、mined Parameters described in the following subclauses of BS EN 1998-1:2004:b) the UK decisions on the status of BS EN 1998-1:2004 informative annexes; andc) references to non-contradictory complementary information.2.1(1)P 5.2.2.2(10) 7.1.3(4)2.1(1)P 5.2.4(1),(3) 7.7.2(4)3.1.1(4) 5.4.3.5.2(1) 8.3(1
9、)3.1.2(1) 5.8.2(3) 9.2.1(1)3.2.1(1),(2),(3) 5.8.2(4) 9.2.2(1)3.2.1(4) 5.8.2(5) 9.2.3(1)3.2.1(5) 5.11.1.3.2(3) 9.2.4(1)3.2.2.1(4), 3.2.2.2(1)P 5.11.1.4 9.3(2)3.2.2.3(1)P 5.11.1.5(2) 9.3(2)3.2.2.5(4)P 5.11.3.4(7)e) 9.3(3)4.2.3.2(8) 6.1.2(1) 9.3(4), Table 9.14.2.4(2)P 6.1.3(1) 9.3(4), Table 9.14.2.5(5)
10、P 6.2(3) 9.5.1(5)4.3.3.1(4) 6.2(7) 9.6(3)4.3.3.1(8) 6.5.5(7) 9.7.2(1)4.4.2.5(2) 6.7.4(2) 9.7.2(2)b)4.4.3.2(2) 7.1.2(1) 9.7.2(2)c)5.2.1(5) 7.1.3(1),(3) 9.7.2(5)10.3(2)PLicensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 30/10/2008 05:42, Uncontrolled Copy, (c) BSI2BSI 2008NA to BS EN 1998-1:2004NA
11、.2 Nationally Determined ParametersUK decisions for the Nationally Determined Parameters described in BS EN 1998-1:2004 are given in Table NA.1.Table NA.1 UK values for Nationally Determined Parameters described in BS EN 1998-1:2004Subclause Nationally Determined Parameter Eurocode recommendation UK
12、 decision2.1(1)P Reference return period TNCRof seismic action for the no-collapse requirement (or, equivalently, reference probability of exceedance in 50 years, PNCR).TNCR=475 yearsPNCR=10%In the absence of a project-specific assessment, adopt a return period TNCRof 2 500 years. Further guidance i
13、s given in PD 6698.2.1(1)P Reference return period TDLRof seismic action for the damage limitation requirement (or, equivalently, reference probability of exceedance in 10 years, PDLR).TDLR=95 yearsPDLR=10%In the absence of a project-specific assessment, adopt the recommended values. Further guidanc
14、e is given in PD 6698.3.1.1(4) Conditions under which ground investigations additional to those necessary for design for non-seismic actions may be omitted and default ground classification may be used.None The need for additional ground investigations should be established on a site-specific basis.
15、 Further guidance is given in PD 6698.3.1.2(1) Ground classification scheme accounting for deep geology, including values of parameters S, TB, TCand TD defining horizontal and vertical elastic response spectra in accordance with BS EN 1998-1:2004, 3.2.2.2 and 3.2.2.3.None There is no requirement to
16、account for deep geology.Further guidance is given in PD 6698.3.2.1(1),(2),(3) Seismic zone maps and reference ground accelerations therein.None In the absence of a project-specific assessment, adopt the reference ground accelerations for a return period TNCRof 2 500 years given by the seismic conto
17、ur map in PD 6698.3.2.1(4) Governing parameter (identification and value) for threshold of low seismicity.agu0,78m/s2or agSu0,98m/s2agu 2m/s2 (for TNCR=2 500 years)3.2.1(5) Governing parameter (identification and value) for threshold of very low seismicity.agu0,39m/s2or agSu0,49m/s2agu 1.8 m/s2 (for
18、 TNCR=2 500 years)Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 30/10/2008 05:42, Uncontrolled Copy, (c) BSI BSI 20083NA to BS EN 1998-1:2004Table NA.1 UK values for Nationally Determined Parameters described in BS EN 1998-1:2004 (continued)Subclause Nationally Determined Parameter Eurocode
19、 recommendation UK decision3.2.2.1(4), 3.2.2.2(1)PParameters S, TB, TC, TDdefining shape of horizontal elastic response spectra.In the absence of deep geology effects, and for Type 1 spectra (where earthquakes that contribute most to the seismic hazard defined for the site for the purpose of probabi
20、listic hazard assessment have a surface-wave magnitude, Ms, greater than 5,5):In the absence of site-specific information, the recommended values for Type 2 earthquakes may be used, but see also PD 6698.Ground type STB (s) TC(s) TD(s)A 1,0 0,15 0,4 2,0B 1,2 0,15 0,5 2,0C 1,15 0,20 0,6 2,0D 1,35 0,20
21、 0,8 2,0E 1,4 0,15 0,5 2,0In the absence of deep geology effects, and forType 2 spectra (where earthquakes that contribute most to the seismic hazard defined for the site for the purpose of probabilistic hazard assessment have a surface-wave magnitude, Ms, less than 5,5):Ground type STB (s) TC(s) TD
22、(s)A 1,0 0,05 0,25 1,2B 1,35 0,05 0,25 1,2C 1,5 0,10 0,25 1,2D 1,8 0,10 0,30 1,2E 1,6 0,05 0,25 1,23.2.2.3(1)P Parameters avg, TB, TC, TDdefining shape of vertical elastic response spectra.Spectrum avg/agTB(s) TC(s) TD(s) In the absence of site-specific information, the recommended values for Type 2
23、 earthquakes may be used, but see also PD 6698.Type 1 0,90 0,05 0,15 1,0Type 2 0,45 0,05 0,15 1,03.2.2.5(4)P Lower bound factor on design spectral values. 0,2 Use the recommended value.Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 30/10/2008 05:42, Uncontrolled Copy, (c) BSI4BSI 2008NA to B
24、S EN 1998-1:2004Table NA.1 UK values for Nationally Determined Parameters described in BS EN 1998-1:2004 (continued)Subclause Nationally Determined Parameter Eurocode recommendation UK decision4.2.3.2(8) Reference to definitions of centre of stiffness and of torsional radius in multi-storey building
25、s meeting or not conditions (a) and (b) of BS EN 1998-1:2004, 4.2.3.2(8).None Any appropriate method may be used. Further guidance is given in PD 6698.4.2.4(2)P Ratio of coefficient Eion variable mass used in seismic analysis to combination coefficient 2ifor quasi permanent values of variable action
26、s.Type of variable actionStorey Use the recommended values. Storeys occupied by different tenants may be considered as independently occupied.Categories AC* Roof 1,0Storeys with correlated occupancies0,8Independently occupied storeys0,5Categories DF*and Archives1,0* Categories as defined in BS EN 19
27、91-1-1:2002.4.2.5(5)P Importance factor Ifor buildings. Class I: I=0,8Class III: I=1,2Class IV: I=1,4Where a value for the reference return period TNCRof 2 500 years has been adopted for CC3 structures, I=1 should be assumed. Where TNCRhas been assessed on a project-specific basis, Ishould also be c
28、hosen on a project-specific basis. Further guidance is given in PD 6698.4.3.3.1(4) Decision on whether nonlinear methods of analysis may be applied for the design of non-base-isolated buildings. Reference to information on member deformation capacities and the associated partial factors for the Ulti
29、mate Limit State for design or evaluation on the basis of nonlinear analysis methods.None No supplementary advice.Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 30/10/2008 05:42, Uncontrolled Copy, (c) BSI BSI 20085NA to BS EN 1998-1:2004Table NA.1 UK values for Nationally Determined Paramet
30、ers described in BS EN 1998-1:2004 (continued)Subclause Nationally Determined Parameter Eurocode recommendation UK decision4.3.3.1(8) Threshold value of importance factor, I, relating to the permitted use of analysis with two planar models.None 3D (spatial) analysis models are recommended for all co
31、nsequence class CC3 buildings.4.4.2.5(2) Overstrength factor Rdfor diaphragms. For brittle failure modes, such as shear, Rd=1,3.For ductile failure modes, Rd=1,1.Use the recommended values.4.4.3.2(2) Reduction factor for displacements at damage limitation limit state.Class I hefeffective height of t
32、he wall (see BS EN 1996 1-1:2005);h greater clear height of the openings adjacent to the wall;l length of the wall.9.6(3) Material partial factors in masonry buildings in the seismic design situation.m= 2/3 of value specified in National Annexto BS EN 1996-1-1:2005, but not less than 1,5s= 1,0Use th
33、e recommended values. Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 30/10/2008 05:42, Uncontrolled Copy, (c) BSI10BSI 2008NA to BS EN 1998-1:2004Table NA.1 UK values for Nationally Determined Parameters described in BS EN 1998-1:2004 (continued)Subclause Nationally Determined Parameter Euro
34、code recommendation UK decision9.7.2(1) Maximum number of storeys and minimum area of shear walls of “simple masonry building”.Acceleration at site ag.Su0,07k gu0,10k gu0,15k gu0,20k gUse the recommended values, unless justified on a project-specific basis.Further guidance is given in PD 6698.Type o
35、f constructionNumber of storeys (n)*Minimum sum of cross-sections areas of horizontal shear walls in each direction, as percentage of the total floor area per storey (pA,min)Unreinforced masonry 12342,0%2,0%3,0%5,0% 2,0%2,5%5,0%n/a*3,5%5,0%n/an/an/a n/an/an/aConfined masonry23452,0%2,0%4,0%6,0%2,5%3
36、,0%5,0%n/a3,0%4,0%n/an/a3,5%n/an/an/aReinforced masonry23452,0%2,0%3,0%4,0%2,0%2,0%4,0%5,0%2,0%3,0%5,0%n/a3,5%5,0%n/an/a* n/a means “not acceptable”.* Roof space above full storeys is not included in the number of storeys.9.7.2(2)b) Minimum aspect ratio in plan minof “simple masonry buildings”.min=
37、0,25 Use the recommended value.9.7.2(2)c) Maximum floor area of recesses in plan for “simple masonry buildings”, expressed as a percentage pmaxof the total floor plan area above the level considered.pmax= 15% Use the recommended value.9.7.2(5) Maximum difference in mass m, maxand wall area A, maxbet
38、ween adjacent storeys of “simple masonry buildings”.m, max= 20%A, max= 20%Use the recommended values.10.3(2)P Magnification factor xon seismic displacements for isolation devices.x= 1,2 for buildings x= 1,5 for buildingsLicensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 30/10/2008 05:42, Uncontr
39、olled Copy, (c) BSI BSI 2008 11NA to BS EN 1998-1:2004NA.3 Decisions on the status of the informative annexesNA.3.1 Elastic displacement response spectrum BS EN 1998-1:2004, Annex ABS EN 1998-1:2004 informative Annex A should not be used in the UK. Further guidance is given in PD 6698.NA.3.2 Determi
40、nation of the target displacement for nonlinear static (pushover) analysis BS EN 1998-1:2004, Annex BBS EN 1998-1:2004 informative Annex B may be used in the UK as an informative annex. Further guidance is given in PD 6698.NA.4 References to non-contradictory complementary informationThe following i
41、s a list of references that contain non-contradictory complementary information for use with BS EN 1998-1:2004. PD 6698:2008, Background paper to the UK National Annexes to BS EN 1998-1, BS EN 1998-2, BS EN 1998-4, BS EN 1998-5 and BS EN 1998-6; Manual for the seismic design of steel and concrete bu
42、ildings to Eurocode 8. Institution of Structural Engineers, London. In draft; publication expected 2008.Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 30/10/2008 05:42, Uncontrolled Copy, (c) BSINA to BS EN 1998-1:200412 BSI 2008BibliographyStandards publicationsBS EN 1993-1-10:2005, Eurocod
43、e 3 Design of steel structures Part 1-10: Material toughness and through-thickness propertiesBS EN 1996-1-1:2005, Eurocode 6 Design of masonry structures Part 1-1: General rules for reinforced and unreinforced masonry structuresBS EN 1998-1:2004, Eurocode 8 Design of structures for earthquake resist
44、ance Part 1: General rules, seismic actions and rules for buildingsPD 6698:2008, Background paper to the UK National Annexes to BS EN 1998-1, BS EN 1998-2, BS EN 1998-4, BS EN 1998-5 and BS EN 1998-6Other publications1 Institution of Structural Engineers: Manual for the seismic design of steel and c
45、oncrete buildings to Eurocode 8, London: publication expected 2008.Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 30/10/2008 05:42, Uncontrolled Copy, (c) BSIThis page deliberately left blankNA to BS EN 1998-1:2004Licensed Copy: Wang Bin, ISO/EXCHANGE CHINA STANDARDS, 30/10/2008 05:42, Uncon
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