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NA to BS EN 1996 3 2006 UK National Annex to Eurocode 6 Design of masonry structures – Part 3 Simplified calculation methods for unreinforced masonry structures ICS 91 010 30; 91 080 30 NO COPYING WIT[.]
NA to BS EN 1996-3:2006 NA+A1:2014 NATIONAL ANNEX UK National Annex to Eurocode 6: Design of masonry structures – Part 3: Simplified calculation methods for unreinforced masonry structures ICS 91.010.30; 91.080.30 NO COPYING WITHOUT BSI PERMISSION EXCEPT AS PERMITTED BY COPYRIGHT LAW NA+A1:2014 to BS EN 1996-3:2006 Publishing and copyright information The BSI copyright notice displayed in this document indicates when the document was last issued © The British Standards Institution 2014 Published by BSI Standards Limited 2014 ISBN 978 580 86309 The follow BSI references relate to the work on this standard: Committee reference B/525/6 Draft for comment 14/30299660 DC Publication history First (present) edition, May 2007 Amendments issued since publication Date Text affected See tagged text NA+A1:2014 to BS EN 1996-3:2006 Contents Introduction NA.1 Scope 1 NA.2 Nationally Determined Parameters NA.3 Decisions on the status of the informative annexes NA.4 References to non-contradictory complementary information Bibliography List of tables Table NA.1 – Values of cM for ultimate limit state Table NA.2 – Values for ƒk s Table NA.3 – Characteristic flexural strength of masonry, ƒxk1,s and ƒxk2,s Table NA.4 – Values of the initial shear strength of masonry, ƒvko â The British Standards Institution 2014ãi This page deliberately left blank NA+A1:2014 NAtotoBS BSEN EN 1996-3:2006 1996-3:2006 National Annex (informative) to NA to BS EN BS EN 1996-3:2006, Eurocode 6: Design of1996-3:2006 masonry structures – Part 3: Simplified National Annex (informative) to calculation methods for unreinforced masonry BS EN 1996-3:2006, Eurocode 6: Design of structures masonry structures – Part 3: Simplified calculation methods for unreinforced masonry Introduction structures This BSI Subcommittee B/525/6, This National NationalAnnex Annexhas hasbeen beenprepared preparedbyby BSI Subcommittee B/525/6, Use of with BS EN 1996-3:2006 of masonry masonry.ItItisistotobebeused usedininconjunction conjunction with Annex (informative) to BS EN 1996-3:2006 has been revised BS National EN 1996-3:2006 following amendment to National Annex to BS EN 1996-1-1, concerning partial factors and the value of the K factor for concrete blockwork. Introduction NA.1 The Scope This National Annex prepared by BSIby Subcommittee B/525/6, start and finish ofhas textbeen introduced or altered national amendment Use of masonry It is to used in conjunction with changes are A1:2014 is indicated thebe text by Minor editorial This National Annexingives: BS EN 1996-3:2006 not tagged a) decisions for the Nationally Determined Parameters for the following subclauses of BS EN 1996-3:2006: NA.1 Scope 2.3(2) P verification by the partial factor method; This4.1(P) National Annex gives: verification of the overall stability of a building; a) decisions Nationally Determined Parameters for the 4.2.1.1(1)for P the general conditions; following subclauses of BS EN 1996-3:2006: 4.2.2.3(1) capacity reduction factor; Verification method; 2.3(2) P verificationby bythe thepartial partialfactor factor method; D.1(1) characteristic compressive strength; Verification of of a building; 4.1(P) verificationofofthe theoverall overallstability stability a building; D.2(1) characteristic flexural strength; 4.2.1.1(1) P General general conditions; conditions; D.3(1) characteristic initial shear strength Capacity 4.2.2.3(1) capacity reduction reductionfactor; factor; b) decisions on the use of informative Annexes A and C; D.1(1) characteristic compressive compressivestrength; strength; Characteristic c) references to non-contradictory complementary information to D.2(1) characteristic flexural strength; flexural strength; assist the userCharacteristic to apply BS EN 1996-3:6 (see NA.4) D.3(1) initialshear shearstrength strength characteristic initial Characteristic decisions on the Determined use of informative Annexes A and C; NA.2 b) Nationally Parameters c) NA.2.1 references to non-contradictory complementary information to assist the userby to apply BS EN 1996-3:6 (see NA.4).values of Verification partial factor method: γM [see BS EN 1996-3:2006, 2.3(2)P] NA.2 The Nationally values for γM forDetermined the ultimate state limit Parameters are given in Table NA.1 NA.2.1 The recommended value for γM for all of the materials listed in Verification Table NA.1 is 1,0 by partial factor method: values γM [see BS EN 1996-3:2006, 2.3(2)P] of The values for γM for the ultimate state limit are given in Table NA.1 of the materials in all of The recommended recommendedvalue valuefor forcMγMinfor The theall serviceability limit listed state for Table NA.1 islisted 1,0 in Table NA.1 is 1,0 the materials © BSI2014 2007ã1 ã â The British Standards Institution NA+A1:2014 to BS EN 1996-3:2006 NA to BS EN 1996-3:2006 NA to BS EN 1996-3:2006 Table NA.1 Class of execution control: Table Class of execution control: NA.1 Values of γM for ultimate limit state Values of γM for ultimate limit state Class of execution control: A) Material A) Material Masonry Masonry Material When in a state of direct or flexural compression A) units of category I Unreinforced masonry units of category II made with: units of category II of category I Whenunits in a state of flexural tension When in a state of flexural of category II tension Inunits laterally loaded wall panels when removal of the units of category I and IIstability of the building Whenwould in a state of flexural tension panel affect the overall Whenunits in a state of shearI and ofofcategory II II units category I and 2,3 B) 2,6 2,3 B) 2,6 B) Unreinforced made with: When in a state of masonry shear In laterally loaded wall panels when removal of the panel units of category I andmade II with: wouldUnreinforced not affect the overall stability of the building masonry 2,3 with: WhenUnreinforced in a state of masonry direct or flexural compression units of category I made A) A) A) When Unreinforced in a state of direct or flexural Masonry masonry made compression with: γM cM γM B) 2,6 B) 2,7 B) 2,7 B) 3,0 B) 3,0 B) 2,7 3,0 B) 2,3 B) 2,7 B) 2,3 B) 2,3 B) B) B) 2,72,7 2.5 B) 2.5 B) Steelunits and of other components units ofcategory category I and I and II II B) 2.0 B) 2.5 components – wall ties SteelAncillary and other components 3,5 B) components WhenAncillary in a state of shear – straps wall ties C) 1,5 B) 3,5 C) 1,5 B) 3,5 See NA to1,5 BSC)EN 845-2 See NA to1,5 BSC)EN 845-2 Lintels in components accordance with BS ENwith: 845-2 Unreinforced masonry made Ancillary – straps B) B) 2.52.4 3,5 B) B) out following the recommendations A) Class ofin execution control assumed whenever theNA work is carried units of category I with andshould II ENbe 2.5845-2 2.5 Lintels accordance BS 845-2 See to BS EN See NA to BS ENB)845-2 for workmanship in BS EN 1996-2, including appropriate supervision and inspection, and in addition: A) A) Class assumed whenever thethe work is carried out following the recommendations of of execution executioncontrol controlshould shouldbebe assumed whenever work is carried out following the a) the specification, supervision ensure that the construction is compatible theinspection, use of the and in for workmanship infor BSworkmanship EN 1996-2,and including supervision and inspection, andwith in and addition: recommendations incontrol BS ENappropriate 1996-2, including appropriate supervision appropriate partial safety factors given in BS EN 1996-1-1; a) the specification, supervision and control ensure that the construction is compatible with the use of the addition: b) the mortar conforms to BSfactors EN 998-2, is factory made mortar, or if it is site mixed mortar, preliminary appropriate partial safety givenifinit BS EN 1996-1-1; a) the specification, supervision and control ensure that construction is compatible with1015-2 the use of the compression strength tests carried out on the mortar tothe be used, in accordance with BS EN and b) appropriate the mortar conforms to BSfactors EN 998-2, if it factory made mortar, or if it is site mixed mortar, preliminary partial safety given inisBS EN 1996-1-1; BS EN 1015-11, indicate conformity to the strength requirements given in BS EN 1996-1-1 and regular testing compression strength tests carried out on the mortar to be used, in accordance with BS EN 1015-2 and of the mortar used ontosite, in accordance BS EN 1015-2 and BSor EN 1015-11, shows that the strength b) the conforms EN 998-2, itwith is factory made mortar, is site mixed mortar, preliminary BSmortar EN 1015-11, indicateBS conformity to ifthe strength requirements givenifinitBS EN 1996-1-1 and regular testing requirements of BS EN 1996-1-1 are being maintained of the mortar used on site, in accordance with BS EN 1015-2 and BS EN 1015-11, shows that the strength compression strength tests carried out on the mortar to be used, in accordance with BS EN 1015-2 and Class of execution be are assumed work is carried outinfollowing the recommendations requirements ofcontrol BS EN should 1996-1-1 being maintained BS EN 1015-11, indicate conformity to thewhenever strengththe requirements given BS EN 1996-1-1 and regular for workmanship in BS EN 1996-2, including appropriate supervision testing of the mortar used on site, in accordance with ENis1015-2 EN 1015-11, shows that thefor Class of execution control should be assumed whenever theBS work carriedand out BS following the recommendations B) When considering the effects of misuse or accident these values may be halved workmanship in BS EN 1996-2, appropriate supervision strength requirements of BSincluding EN 1996-1-1 are being maintained C) B) For horizontal restraint straps, unless otherwise specified, the declared ultimate load capacity depends on there When effects of misuse or accident these values mayisbecarried halved.out following the Class ofconsidering execution the control should be assumed whenever the work being a design compressive stress in the masonry of at least 0,4 N/mm2 When a lower stress due to design loads C) For horizontal restraint straps, unless otherwise specified, the declared ultimate load capacity depends on there recommendations for workmanship in BS EN 1996-2, including appropriate supervision may be acting, for example when autoclaved aerated concrete or lightweight aggregate concrete masonry is used, the being a design compressive stress in the masonry of at least 0,4 N/mm2 When a lower stress due to design loads advicethe should be sought and or a partial safety factor of 3may should be used When considering effects of misuse accident these be halved may be acting, for example when autoclaved aerated concrete orvalues lightweight aggregate concrete masonry is used, the manufacturer’s advice should be sought and a partial safety factor of should be used B) manufacturer’s NA.2.2 NA.2.2 Verification of the overall stability of a building Verification of the overall stability of a building [see BS EN 1996-3:2006, 4.1(P)] [see BS EN 1996-3:2006, The verification may be carried out4.1(P)] in accordance with BS EN 1996-1-1:2005, withinwith the scope of this The verification may be5.4(1) carriedAlternatively, out in accordance document, the simplified method given in BS within 8103-2the may be used BS EN 1996-1-1:2005, 5.4(1) Alternatively, scope of this document, the simplified method given in BS 8103-2 may be used NA.2.3 NA.2.3 General conditions General conditions [see BS EN 1996-3:2006, 4.2.1.1(1)P] [see BS ENvalue 1996-3:2006, The numerical ascribed to the4.2.1.1(1)P] symbol hm is 12 m (Class 3) The numerical value ascribed to the symbol hm is 12 m (Class 3) ã ââ BSI 2ã The2007 British Standards Institution 2014 ã â BSI 2007 NA+A1:2014 NAtotoBS BSEN EN 1996-3:2006 1996-3:2006 NA.2.4 Capacity reduction factor [see BS EN 1996-3:2006, 4.2.2.3(1)] The value of ntmin, the minimum number of wall ties or connectors per m2 of cavity wall, is 2.5 NA.3 Decisions on the status of the informative annexes and values for the normative Annex D NA.3.1 Decisions on the status of the informative annexes BS EN 1996-3:2006 informative Annexes A and C are not recommended for use as they both give extremely conservative results which are not economic compared with other available methods of design NA.3.2 NA.3.2.1 Values for the normative Annex D Characteristic compressive strength determined with a simplified method[see BS EN 1996-3:2006, D.1(1)] The characteristic compressive strength, fk,s, should be taken from Table NA.2 Table NA.2 fb Values for fk,s Thin layer mortar General purpose mortar N/mm² M2 M4 M6 M12 Light weight mortar M2 M4 M6 Clay units group 1.0 1.2 1.2 1.2 1.4 0.6 0.7 0.7 1.6 2.0 2.3 2.5 2.4 1.0 1.2 1.4 2.2 2.7 3.0 3.7 3.4 1.3 1.6 1.8 2.6 3.2 3.7 4.5 4.4 1.6 1.9 2.2 10 3.1 3.8 4.3 5.3 5.3 1.9 2.3 2.6 12 3.5 4.3 4.9 6.0 6.2 2.1 2.6 2.9 16 4.3 5.3 6.0 7.3 7.9 2.6 3.2 3.6 20 5.0 6.2 7.0 8.6 9.6 3.0 3.7 4.2 25 5.9 7.2 8.1 10.0 11.6 3.5 4.3 4.9 30 6.7 8.2 9.3 11.4 13.5 4.0 4.9 5.6 50 9.5 11.7 13.2 16.3 20.9 5.7 7.0 7.9 75 12.6 15.6 17.6 21.6 20.9 7.6 9.3 10.5 â BSI2014 2007ã3 • © The British Standards Institution NA+A1:2014 to BS EN 1996-3:2006 NA to BS EN 1996-3:2006 Table NA.2 fb Values for fk,s (continued) Thin layer mortar General purpose mortar N/mm² M2 M4 M6 M12 Light weight mortar M2 M4 M6 Clay units group 2 0.8 1.0 1.0 1.0 1.1 0.5 0.6 0.6 1.3 1.6 1.8 2.0 1.8 0.8 1.0 1.1 1.7 2.1 2.4 3.0 2.5 1.1 1.3 1.5 2.1 2.6 2.9 3.6 3.0 1.3 1.6 1.8 10 2.5 3.0 3.4 4.2 3.5 1.5 1.9 2.1 12 2.8 3.5 3.9 4.8 4.0 1.8 2.2 2.4 16 3.4 4.2 4.8 5.9 4.9 2.1 2.6 3.0 20 4.0 4.9 5.6 6.9 5.7 2.5 3.1 3.5 25 4.7 5.8 6.5 8.0 6.7 2.9 3.6 4.1 30 5.3 6.6 7.4 9.1 7.6 3.3 4.1 4.6 50 7.6 9.4 10.6 13.0 10.8 4.8 5.9 6.6 75 10.1 12.5 14.1 17.3 10.8 6.3 7.8 8.8 Calcium silicate units group 1.0 1.2 1.2 1.2 1.4 – – – 1.6 2.0 2.3 2.5 2.6 – – – 2.2 2.7 3.0 3.7 3.7 – – – 2.6 3.2 3.7 4.5 4.7 – – – 10 3.1 3.8 4.3 5.3 5.7 – – – 12 3.5 4.3 4.9 6.0 6.6 – – – 16 4.3 5.3 6.0 7.3 8.4 – – – 20 5.0 6.2 7.0 8.6 10.2 – – – 25 5.9 7.2 8.1 10.0 12.3 – – – 30 6.7 8.2 9.3 11.4 14.4 – – – 50 9.5 11.7 13.2 16.3 22.2 – – – Calcium silicate units group 2 0.8 1.0 1.0 1.0 1.3 – – – 1.3 1.6 1.8 2.0 2.3 – – – 1.7 2.1 2.4 3.0 3.2 – – – 2.1 2.6 2.9 3.6 4.1 – – –- 10 2.5 3.0 3.4 4.2 5.0 – – – 12 2.8 3.5 3.9 4.8 5.8 – – – 16 3.4 4.2 4.8 5.9 7.4 – – – 20 4.0 4.9 5.6 6.9 8.9 – – – 25 4.7 5.8 6.5 8.0 10.8 – – – 30 5.3 6.6 7.4 9.1 12.6 – – – 50 7.6 9.4 10.6 13.0 19.5 – – ã ââ BSI 4ã The2007 British Standards Institution 2014 NA+A1:2014 NAtotoBS BSEN EN 1996-3:2006 1996-3:2006 Values for fk,s (continued) Table NA.2 fb General purpose mortar M2 M4 M6 M12 N/mm² Thin layer mortar Light weight mortar M2 M4 M6 group and autoclaved aerated units Aggregate concrete block units of and autoclaved aerated block unitsblock of group group 1.4 1.1 1.4 1.4 1.4 1.4 0.9 0.9 1.1 0.9 1.1 2.4 1.8 2.9 2.2 2.9 2.5 2.9 2.7 2.9 2.6 1.5 1.8 1.8 2.0 3.2 2.4 4.0 2.9 4.3 3.3 4.3 4.1 4.1 3.7 1.9 2.4 2.7 4.0 2.9 4.9 3.6 5.5 4.0 5.8 5.0 5.3 4.7 2.4 2.9 3.3 10 4.6 3.4 5.7 4.2 6.4 4.7 7.2 5.8 6.4 5.7 2.8 3.4 3.9 12 5.3 3.9 6.5 4.7 7.3 5.4 8.7 6.6 7.4 6.6 3.2 3.9 4.4 16 6.4 4.7 7.9 5.8 8.9 6.6 11.0 8.1 9.5 8.4 3.9 4.8 5.4 20 7.5 5.5 9.3 6.8 10.5 7.7 12.9 9.4 11.5 10.2 4.5 5.6 6.3 25 8.8 6.4 10.8 7.9 12.2 9.0 15.0 11.0 13.9 12.3 5.3 6.5 7.3 30 10.0 7.3 12.3 9.0 13.9 10.2 17.1 12.5 16.2 14.4 6.0 7.4 8.3 50 14.3 10.5 17.6 12.9 19.9 14.6 24.4 17.9 25.0 22.2 8.6 10.5 11.9 2 Aggregate concrete block units group of group 1.0 1.4 1.3 1.4 1.3 1.4 1.3 1.4 1.4 0.9 1.1 0.9 1.1 0.9 1.7 2.3 2.1 2.8 2.3 2.8 2.6 2.8 2.5 1.5 1.8 2.0 1.8 2.2 3.0 2.8 3.7 3.1 4.2 3.8 4.2 3.5 1.9 2.4 2.7 2.7 3.7 3.4 4.5 3.8 5.1 4.7 5.6 4.5 2.4 2.9 3.3 10 3.2 4.3 4.0 5.3 4.5 6.0 5.5 7.0 5.4 2.8 3.4 3.9 12 3.6 4.9 4.5 6.0 5.1 6.8 6.2 8.4 6.3 3.2 3.9 4.4 16 4.5 6.0 5.5 7.4 6.2 8.3 7.6 10.3 8.0 3.9 4.8 5.4 20 5.2 7.0 6.4 8.6 7.2 9.8 8.9 12.0 9.7 4.5 5.6 6.3 25 6.1 8.2 7.5 10.1 8.5 11.4 10.4 14.0 11.7 5.3 6.5 7.3 30 6.9 9.3 8.5 11.5 9.6 13.0 11.9 16.0 13.7 6.0 7.4 8.3 50 9.9 13.3 12.2 16.4 13.8 18.5 16.0 22.8 21.1 8.6 10.5 NA.3.2.2 11.9 Characteristic flexural strengths determined with a simplified method [see BS EN 1996-3:2006, D.2(1)] The characteristic flexural strengths, fxk1,s and fxk2,s, should be taken from Table NA.3 Provided that thin layer mortars and lightweight mortars are M5, or stronger: • for thin layer mortars use the values given for M12 mortar; • for lightweight mortars use the values given for M2 mortar â BSI2014 2007ã5 ã â The British Standards Institution NA+A1:2014 to BS EN 1996-3:2006 NA to BS EN 1996-3:2006 Table NA.3 Characteristic flexural strength of masonry, fxk1,s and fxk2,s in N/mm2 Values of fxk1,s Plane of failure parallel to bed joints Mortar strength class: M2 Values of fxk2,s Plane of failure perpendicular to bed joints M12 M6 and M4 M12 M6 and M4 M2 less than 7% 0,7 0,5 0,4 2,0 1,5 1,2 between 7% and 12% 0,5 0,4 0,35 1,5 1,1 1,0 over 12% 0,4 0,3 0,25 1,1 0,9 0,8 Clay masonry units of groups and having a water absorption (see Note 1) of: } } Calcium silicate brick sized* masonry units 0,3 0,2 0,9 0,6 Aggregate concrete brick sized* masonry units 0,3 0,2 0,9 0,6 0,4 0,4 0,45 0,4 0,6 0,5 0,25 0,2 0,25 0,2 0,35 0,3 0,75 0.6 0,9 (see Note 4) 0,7 (see Note 4) Aggregate concrete masonry units and manufactured stone of groups and and AAC masonry units used in walls of thickness up to 100 mm (see Note and 3) of declared compressive strength: 2,9 3,6 7,3 Aggregate concrete masonry units and manufactured stone of groups and and AAC masonry units used in walls of thickness of 250 mm or greater (see Note and 3), of declared compressive strength: 2,9 3,6 7,3 Aggregate concrete masonry units and manufactured stone of groups and and AAC masonry units used in walls of any thickness (see Note 2), of declared compressive strength: 10,4 W17,5W } } } } } } 0,25 0,15 0,25 0,2 0,1 0,2 NOTE Tests to determine the water absorption of clay masonry units are to be conducted in accordance with BS EN 772-7 NOTE The thickness should be taken to be the thickness of the wall, for a single-leaf wall, or the thickness of the leaf, for a cavity wall NOTE Linear interpolation may be used to obtain the values of fxk1 and fxk2 for: a) wall thicknesses greater than 100 mm and less than 250 mm; b) compressive strengths between 2,9 N/mm2 and 7,3 N/mm2 in a wall of given thickness NOTE When used with flexural strength in the parallel direction, assume the orthogonal ratio μ = 0,3 * units not exceeding 337.5 mm ì 225 mm ì 112.5 mm ã ââ BSI 6 • The2007 British Standards Institution 2014 NA+A1:2014 NAtotoBS BSEN EN 1996-3:2006 1996-3:2006 NA.3.2.3 Characteristic initial shear strength of masonry determined with a simplified method [see BS EN 1996-3:2006, D.3(1)] The characteristic initial shear strength, fvko, should be taken from Table NA.4 Table NA.4 Masonry units Clay Calcium silicate Values of the initial shear strength of masonry, fvko Strength class of fvko (N /mm2) general purpose General purpose Thin layer mortar mortar mortar (bed joint u 0,5 mm and W mm) M12 0,30 M4 and M6 0,20 M2 0,10 M12 0,20 M4 and M6 0,15 M2 0,10 Aggregate concrete, M12 autoclaved aerated concrete, M4 and M6 manufactured stone and M2 dimensioned natural stone } } } 0,30 0,40 0,20 0,15 0,10 0,30 Lightweight mortar } } } 0,15 0,15 0,15 NA.4 References to non-contradictory complementary information When considering both deviations,the the When considering bothdetailing detailingand and permissible permissible deviations, designer’s drawn to to thefollowing following non-contradictory non-contradictory and designer’sattention attentionis is drawn and complementary complementaryinformation: information: PD 6697, for the design of masonry structures to XXXX:Recommendations 200Y, TITLE, [a standard comprising complementary and BS EN 1996-1-1 and BS EN 1996-2 non-contradictory material taken from BS 5628-1, BS 5628-2 and BS 5628-3] Morton J Designers’ guide to EN 1996-1-1 Eurocode 6: Design of masonry – Common for reinforced and unreinforced Morton J.structures Designers’ guide to rules EN 1996-1-1 Eurocode 6: Design of masonry structures London: Thomas Telford Ltd., 2011 masonry structures – Common rules for reinforced and 1) 1) London: Thomas Telford Ltd unreinforced masonry structures Institution of Structural Engineers Manual for the design of plain masonry in building structures Eurocodebuilding London, 2008 Manual for the design of plaintomasonry structures to 1) London: Eurocode Masonry Institution of Structural Engineers International Society Eurocode for masonry EN 1996-1-1 and EN 1996-2 – Guidance and worked examples Penkhull, 2009 1) EUROCODE HANDBOOK London: Department of Communities Roberts, J.JGovernment and O Brooker How to design masonry structures using and Local Eurocode Introduction to Eurocode Camberley, The Concrete Eurocode for Masonry, BS EN 1996: Guidance and Worked Centre, 2013 1) Examples Surrey: British Masonry Society Roberts, J.J and O Brooker How to design masonry structures using Eurocode Vertical resistance Camberley, The Concrete Centre, 2013 Roberts, J.J and O Brooker How to design masonry structures using Eurocode Lateral resistance Camberley, The Concrete Centre, 2013 NHBC Technical Guidance Note: The Building Regulations 2011 edition Requirement A3 Disproportionate collapse http://www.nhbc.co.uk BDA/CBA/APA, Masonry design for disproportionate collapse requirements under Regulation A3 of the Building Regulations 1) In preparation (England and Wales) â BSI2014 2007ã7 ã â The British Standards Institution NA+A1:2014 to BS EN 1996-3:2006 NA to BS EN 1996-3:2006 Bibliography BS 8103-2, Structural design of low rise buildings – Part 2: Code of practice for masonry walls for housing BS EN 772-7, Methods of test for masonry units – Part 7: Determination of water absorption of clay masonry damp proof course units by boiling in water BS EN 845-2, Specification for ancillary components for masonry – Part 2: Lintels BS EN 998-2, Specification for mortar for masonry – Part 2: Masonry mortar BS EN 1015-2, Methods of test for mortar for masonry – Part 2: Bulk sampling of mortars and preparation of test mortars BS EN 1015-11, Methods of test for mortar for masonry – Part 11: Determination of flexural and compressive strength of hardened mortar BS EN 1996-1-1, Eurocode – Design of masonry structures – Part 1-1: General rules for reinforced and unreinforced masonry structures BS EN 1996-2, Eurocode – Design of masonry structures – Part 2: Design considerations, selection of materials and execution of masonry ã ââ BSI 8ã The2007 British Standards Institution 2014 This page deliberately left blank NA+A1:2014 to BS EN 1996-3:2006 NA to BS EN 1996-3:2006 BSI – British Standards Institution BSI is the independent national body responsible for preparing British Standards It presents the UK view on standards in Europe and at the international level It is incorporated by Royal Charter Revisions British Standards are updated by amendment or revision Users of British Standards should make sure that they possess the latest amendments or editions It is the constant aim of BSI to improve the quality of our products and services We would be grateful if anyone finding an inaccuracy or 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