1、January 2011 Translation by DIN-Sprachendienst.English price group 14No part of this translation may be reproduced without prior permission ofDIN Deutsches Institut fr Normung e. V., Berlin. Beuth Verlag GmbH, 10772 Berlin, Germany,has the exclusive right of sale for German Standards (DIN-Normen).IC
2、S 91.120.25!$m,P“1740945www.din.deDDIN EN 1998-1/NANational Annex Nationally determined parameters Eurocode 8: Design of structures for earthquake resistance Part1: General rules, Seismic actions and rules for buildingsEnglish translation of DIN EN 1998-1/NA:2011-01Nationaler Anhang National festgel
3、egte Parameter Eurocode 8: Auslegung von Bauwerken gegen Erdbeben Teil 1: Grundlagen,Erdbebeneinwirkungen und Regeln fr HochbauEnglische bersetzung von DIN EN 1998-1/NA:2011-01Annexe Nationale Paramtres dtermins au plan national Eurocode 8: Calcul des structures pour leur rsistance aux sismes Partie
4、1:Rgles gnrales, actions sismiques et rgles pour les btimentsTraduction anglaise de DIN EN 1998-1/NA:2011-01Supersedes DIN EN 1998-1/NA:2010-08;together with DIN EN 1998-1:2010-12 and DIN EN 1998-5:2010-12 supersedes DIN 4149:2005-04, withdrawn2010-12Supersedes: see belowwww.beuth.deDocument compris
5、es pagesIn case of doubt, the German-language original shall be considered authoritative.1302.12 DIN EN 1998-1/NA:2011-01 2 A comma is used as the decimal marker. Foreword This document has been prepared by Working Committee NA 005-51-06 AA Erdbeben; Sonderfragen (SpA CEN/TC 250/SC 8) of the Normena
6、usschuss Bauwesen (Building and Civil Engineering Standards Committee). This document is the National Annex to DIN EN 1998-1:2010-12 Eurocode 8: Design of structures for earthquake resistance Part 1: General rules, seismic actions and rules for buildings. European Standard EN 1998-1 allows national
7、safety parameters, referred to as Nationally Determined Parameters (NDPs), to be specified for a number of points. The NDPs cover alternative verification methods, the provision of individual values and the selection of classes from designated classification systems. The relevant parts of the text a
8、re identified in the European Standard by references to the possibility of national choice and are listed in Clause NA.2.1. This National Annex also includes non-contradictory complementary information (NCI) for the application of DIN EN 1998-1:2010-12. This National Annex is an integral part of DIN
9、 EN 1998-1:2010-12. DIN EN 1998-1:2010-12 and this National Annex, DIN EN 1998-1/NA:2011-01, together with DIN EN 1998-5:2010-12 and DIN EN 1998-5/NA supersede DIN 4149:2005-04. Amendments This document differs from DIN 4149:2005-04 as follows: a) A number of provisions from DIN 4149:2005-04 have be
10、en incorporated and are to be taken into account when applying DIN EN 1998-1:2010-12 nationally. Previous editions DIN 4149: 1981-04; 2005-04 DIN 4149-1: 1981-04 DIN 4149-1/A1: 1992-12 DIN EN 1998-1/NA: 2010-08 DIN EN 1998-1/NA:2011-01 3 NA.1 Scope This National Annex contains national provisions re
11、lating to the design and construction of buildings and civil engineering works in seismic regions that are to be taken into consideration when applying DIN EN 1998-1:2010-12 in Germany. This National Annex is only valid in conjunction with DIN EN 1998-1:2010-12. NA.2 National provisions for the appl
12、ication of DIN EN 1998-1:2010-12 NA.2.1 General DIN EN 1998-1:2010-12 refers to the option of choosing Nationally Determined Parameters (NDP) at the following places in the text. Table NA.1 National provisions Text references in EN 1998-1 Subclause Subject 1.1.2(7) Informative Annexes A and B. 2.1(1
13、)P Reference return period TNCRof seismic action for the no-collapse requirement (or, equivalently, reference probability of exceedance in 50 years PNCR). 2.1(1)P Reference return period TDLRof seismic action for the damage limitation requirement (or, equivalently, reference probability of exceedanc
14、e in 10 years PDLR). 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 classifications may be used. 3.1.2(1) Ground classification scheme taking account of deep geology; specification of values of
15、parameters S, TB, TCand TDdefining horizontal and vertical elastic response spectra in accordance with 3.2.2.2 and 3.2.2.3. 3.2.1(1), (2),(3) Seismic zone maps and reference ground accelerations therein. 3.2.1(4) Governing parameter (identification and value) for threshold of low seismicity. 3.2.1(5
16、) Governing parameter (identification and value) for threshold of very low seismicity. 3.2.2.1(4), 3.2.2.2(1)P Parameters S, TB, TC, TDdefining the shape of horizontal elastic response spectra. 3.2.2.3(1)P Parameters avg, TB, TC, TDdefining the shape of vertical elastic response spectra. 3.2.2.5(4)P
17、 Lower bound factor on design spectral values. 4.2.3.2(8) Reference to definitions of centre of stiffness and of torsional radius in multi-storey buildings, meeting or not meeting conditions (a) and (b) of 4.2.3.2(8). DIN EN 1998-1/NA:2011-01 4 Table NA.1 (continued) 4.2.4(2)P Values of for building
18、s. 4.2.5(5)P Importance factor Ifor buildings. 4.3.3.1(4) Decision on whether non-linear methods of analysis may be used for the design of non-base-isolated buildings. Reference to information on member deformation capacities and the associated partial factors for the Ultimate Limit State for design
19、 or evaluation on the basis of non-linear analysis methods. 4.3.3.1(8) Threshold value of the importance factor I, relating to the permitted use of analysis with two planar models. 4.4.2.5(2) Overstrength factor Rdfor horizontal diaphragms. 4.4.3.2(2) Reduction factor for displacements at the damage
20、 limitation state 5.2.1(5) Geographical limitations on the use of ductility classes for concrete buildings. 5.2.2.2(10) qo value for concrete buildings for which a special Quality System Plan applies. 5.2.4(1), (3) Material partial factors for concrete buildings to be used for the seismic design sit
21、uation. 5.4.3.5.2(1) Minimum web reinforcement of large lightly reinforced concrete walls. 5.8.2(3) Minimum cross-sectional dimensions of concrete foundation beams. 5.8.2(4) Minimum thickness and reinforcement ratio of concrete foundation slabs. 5.8.2(5) Minimum reinforcement ratio of concrete found
22、ation beams. 5.11.1.3.2(3) Ductility class of precast wall panel systems. 5.11.1.4 q-factors of precast systems. 5.11.1.5(2) Seismic action during erection of precast structures. 5.11.3.4(7)e Minimum longitudinal reinforcement in grouted connections of large panel walls. 6.1.2(1) Upper limit of q fo
23、r low-dissipative structural behaviour concept; limitations on structural behaviour concepts; geographical limitations on the choice of ductility classes for steel buildings. 6.1.3(1) Material partial factors for steel buildings in the seismic design situation. 6.2(3) Overstrength factor for capacit
24、y design of steel buildings. 6.2(7) Information as to how EN 1993-1-10:2004 may be used in the seismic design situation. 6.5.5(7) Reference to complementary rules on acceptable connection design. 6.7.4(2) Residual post-buckling resistance of compression diagonals in steel frames with V-bracings. 7.1
25、.2(1) Upper limit of q for low-dissipative structural behaviour concept; limitations on structural behaviour concepts; geographical limitations on use of ductility classes for composite steel-concrete buildings. 7.1.3(1), (3) Material partial factors for composite steel-concrete buildings in the sei
26、smic design situation. 7.1.3(4) Overstrength factor for capacity design of composite steel-concrete buildings 7.7.2(4) Stiffness reduction factor for the concrete part of a composite steel-concrete column section. 8.3(1) Ductility classes for timber buildings. DIN EN 1998-1/NA:2011-01 5 Table NA.1 (
27、continued) 9.2.1(1) Types of masonry unit with sufficient robustness. 9.2.2(1) Minimum strength of masonry units. 9.2.3(1) Minimum strength of mortar in masonry buildings. 9.2.4(1) Alternative classes for perpend joints in masonry. 9.3(2) Conditions for use of unreinforced masonry satisfying the pro
28、visions of EN 1996 alone. 9.3(2) Minimum effective thickness of unreinforced masonry walls satisfying the provisions of EN 1996 alone. 9.3(3) Maximum value of ground acceleration for the use of unreinforced masonry satisfying the provisions of EN 1998-1. 9.3(4),Table 9.1 q-factor values in masonry b
29、uildings. 9.3(4), Table 9.1 q-factors for buildings with masonry systems that provide enhanced ductility. 9.5.1(5) Geometric requirements for masonry shear walls. 9.6(3) Material partial factors in masonry buildings in the seismic design situation. 9.7.2(1) Maximum number of storeys and minimum area
30、 of shear walls of “simple masonry buildings”. 9.7.2(2)b Minimum aspect ratio in plan of “simple masonry buildings”. 9.7.2(2)c Maximum floor area of recesses in plan for “simple masonry buildings”. 9.7.2(5) Maximum difference in mass and wall area between adjacent storeys of “simple masonry building
31、s”. 10.3(2)P Magnification factor on seismic displacements for isolation devices. In addition, NA.2.2 includes non-contradictory complementary information for the application of DIN EN 1998-1:2010-12. This information is preceded by the letters “NCI”. Table NA.2 Reference Subject 1.2.1 Normative ref
32、erences 3.1.1 General 3.1.3 Geological ground*) types; for defining the ground conditions (as a combination of ground and deep geology*) that are characteristic for the spectrum 9.4(6) Structural analysis 9.7.2(3) Rules for “simple masonry buildings” Annex NA.D Simplified design rules for simple con
33、ventional buildings *) Translators note: In this National Annex, the terms “deep geology” and “geological ground” are synonymous. DIN EN 1998-1/NA:2011-01 6 NA.2.2 National provisions In the following, the clauses are numbered as in DIN EN 1998-1:2010-12. Supplementary clauses have been added as req
34、uired. NCI re 1.2.1 General reference standards NA DIN EN 771-1:2005-05, Specification for masonry units Part 1: Clay masonry units NA DIN EN 771-2:2005-05, Specification for masonry units Part 2: Calcium silicate masonry units NA DIN EN 771-3:2005-05, Specification for masonry units Part 3: Aggrega
35、te concrete masonry units (dense and light-weight aggregates) NA DIN EN 771-4:2005-05, Specification for masonry units Part 4: Autoclaved aerated concrete masonry units NA DIN EN 1998-2, Eurocode 8: Design of structures for earthquake resistance Part 2: Bridges NA DIN V 105-100:2005-10, Clay masonry
36、 units Part 100: Clay masonry units with specific properties NA DIN V 106:2005-10, Calcium silicate units with specific properties NA DIN V 4165-100:2005-10, Autoclaved aerated concrete masonry units Part 100: High precision units and elements with specific properties NA DIN V 18151-100:2005-10, Lig
37、htweight concrete hollow blocks Part 100: Hollow blocks with specific properties NA DIN V 18152-100:2005-10, Lightweight concrete solid bricks and blocks Part 100: Solid bricks and blocks with specific properties NA DIN V 18153-100:2005-10, Concrete masonry units (normal-weight concrete) Part 100: M
38、asonry units with specific properties NA DIN V 18580, Special masonry mortar NA DIN V 20000-401, Application of building products in structures Part 401: Rules for the application of clay masonry units according to DIN EN 771-1:2005-05 NA DIN V 20000-402, Application of building products in structur
39、es Part 402: Rules for the application of calcium silicate masonry units according to DIN EN 771-2:2005-05 NA DIN V 20000-403, Application of building products in structures Part 403: Rules for the application of aggregate concrete masonry units according to DIN EN 771-3:2005-05 NA DIN V 20000-404,
40、Application of building products in structures Part 404: Rules for the application of autoclaved aerated concrete masonry units according to DIN EN 771-4:2005-05 NA DIN V 20000-412:2004-03, Application of building products in structures Part 412: Rules for the application of masonry mortar according
41、 to DIN EN 998-2:2003-09 NDP re 1.1.2(7) Scope of EN 1998-1 Annexes A and B remain informative. DIN EN 1998-1/NA:2011-01 7 NDP re 2.1(1)P Fundamental requirements The recommended values, TNCR= 475 years and PNCR= 10 %, apply. The verification of damage limitation (TDLR) may be omitted. NDP re 3.1.1(
42、4) General If there is insufficient information regarding the ground, ground type C as defined in 3.1.2(1) may be assumed without carrying out a separate ground investigation unless the special case described in 3.1.2(1) applies. If it does, the influence of local ground conditions on the seismic ac
43、tion shall be analysed and taken into account separately. NCI re 3.1.1 General (NA.5) The influence of local ground conditions on the seismic action shall generally be taken into account by determining which of the three geological ground types, R, T or S (see 3.1.3), and which of the three ground t
44、ypes, A, B or C (see 3.1.2), exist at the respective site. (NA.6) The following combinations of ground type and geological ground type are possible: A-R, B-R, C-R, B-T, C-T or C-S. NDP re 3.1.2(1) Identification of ground types (i) In Germany, a distinction is made between the following ground types
45、: Ground type A Unweathered solid rock of high strength. The dominant shear wave velocities exceed 800 m/s. Ground type B Solid rock with average weathering and solid rock with low strength or coarse-grained (gravels) or composite soils with high friction properties, of dense compaction or solid con
46、sistency (e.g. glacially compacted soils). The dominant shear-wave velocities are roughly within the range of 350 m/s to 800 m/s. Ground type C Considerably eroded or completely eroded solid rock or coarse-grained (gravels) or mixed-grain soils of medium compaction or a relatively solid consistency
47、or fine-grained (cohesive) soils of a relatively stiff consistency. The dominant shear wave velocities are roughly within the range of 150 m/s to 350 m/s. DIN EN 1998-1/NA:2011-01 8 (ii) If it is not possible to classify the ground according to paragraph (i), particularly if deep-reaching uncompacte
48、d loose deposits (e.g. loose sand) or soil of soft or semi-fluid consistency (e.g. lacustrine clay, silt) are present (dominant shear wave velocities are lower than 150 m/s), then the influence of the ground conditions on seismic activity shall be analysed and taken into consideration separately. (iii) The site of a structure should normally be free from any risk of slope instability or permanent settlement due to liquefaction in the event of an earthquake. (iv) If there is any doubt, further inv
