NA to BS EN 1996 1 1 2005 UK National Annex to Eurocode 6 Design of masonry structures – Part 1 1 General rules for reinforced and unreinforced masonry structures ICS 91 010 30; 91 080 30 NO COPYING W[.]
Licensed Copy: Mr Thomas Digby-Rogers, British Standards Institution, 23/11/2011 09:16, Uncontrolled Copy, (c) BSI NA 1996-1-1:2005+A1:2012 to BS EN 1996-1-1:2005 NA to BS EN NATIONAL ANNEX UK National Annex to Eurocode 6: Design of masonry structures – Part 1-1: General rules for reinforced and unreinforced masonry structures ICS 91.010.30; 91.080.30 NO COPYING WITHOUT BSI PERMISSION EXCEPT AS PERMITTED BY COPYRIGHT LAW NA to BS EN 1996-1-1:2005+A1:2012 Publishing and copyright information The BSI copyright notice displayed in this document indicated when the document was last issued © The British Standards Institution 2013 Published by BSI Standards Limited 2013 ISBN 978 580 77397 The following BSI references relate to the work on this standard: Committee reference B/525/6 Draft for comment 06/30128374 DC Publication history First published May 2007 Amended April 2013 Amendments issued since publication Date Text affected April 2013 Amended to reflect changes introduced by CEN amendment A1:2012 to BS EN 1996-1-1:2005 itish Standards Institution, 23/11/2011 Licensed 09:16, Uncontrolled Copy: Mr Thomas Copy,Digby-Rogers, (c) BSI British Standards Institution, 23/11/2011 09:16, Uncontrolled Copy, (c) BSI NA to BS ENNA 1996-1-1:2005+A1:2012 to BS EN 1996-1-1:2005 National Annex (informative) to BS EN 1996-1-1:2005, Eurocode 6: Design of masonry structures – Part 1-1: General rules for reinforced and unreinforced masonry structures Introduction Foreword amendment to the Annex for BS EN 1996-1-1 has been This National Annex hasNational been prepared by BSI Subcommittee B/525/6, prepared to take into theinfirst amendment to BS EN 1996-1-1 Use of masonry It is account to be used conjunction with BS 1996-1-1:2005 TheEN start and finish of text introduced or altered by National Amendment No is indicated in the text by tags revising the NA, account has been taken of the experience of NA.1 In Scope users of the Eurocode where it has been found that some concrete This National Annexare gives: blockwork designs more conservative than those that would havedecisions been carried outNationally conforming to BS 5628-1 It was the intention a) for the Determined Parameters described in whenthe preparing NA in 2005 thatEN broadly similar results should be followingthe subclauses of BS 1996-1-1:2005: obtained from the Eurocode compared with those that had resulted 2.4.3(1)P ultimate limit states; from BS 5628-1 The main change in respect of concrete blockwork 2.4.4(1) serviceability limitOther states; is the increase in the K factor in Table NA.4 changes have been made3.2.2(1) to some detailed requirements relating to compressive specification of masonry mortar; strength torevised BS ENslightly 1996-1-1:2005 The 3.6.1.2(1) partial factors for materials have NA been characteristic compressive strength of masonry other than shell bedded; The mortar requirements have been aligned with the 2012 NA to BS EN 998-2: 3.6.2(3), (4) and2010 (6) characteristic shear strength of masonry; National Annex (informative) to The 3.6.3(3) calculation of eccentricity to Annex Cflexural of the Eurocode be characteristic strength ofcan masonry; complicated and conservative A note has been added to allow use BS EN 1996-1-1:2005, 6: Design of of 3.7.2(2)Eurocode modulus of elasticity; the BS 5628-1 approach of empirical eccentricities 3.7.4(2) moisture expansion or shrinkage masonry structures – Part 1-1:creep, General rules for Table NA.8 has been revised to recognize revisions to and thermal expansion; BS EN 845-3:2013 reinforced and unreinforced masonry structures 4.3.3(3) and (4) reinforcing steel; 5.5.1.3(3) effective thickness of masonry walls; 6.1.2.2(2) slenderness ratio γ below which creep may Introduction c be ignored; Subcommittee B/525/6, B/525/6, This National Annex has been prepared by BSI Subcommittee 8.1.2(2) minimum thickness of wall; Use of masonry It is to be used in conjunction with 1996-1-1:2005+A1:2012 BS EN 1996-1-1:2005 8.5.2.2(2) cavity walls; 8.5.2.3(2) 8.6.2(1) NA.1 Scope double-leaf walls; vertical chases and recesses; This8.6.3(1) National Annex gives: horizontal and inclined chases b) decisions on the of BSDetermined EN 1996-1-1:2005 informative a) decisions for the status Nationally Parameters described in Annexes A to J (see NA.3); the following subclauses of BS EN 1996-1-1:2005: c) references to non-contradictory complementary information to 2.4.3(1)P ultimate limit states; assist the user to apply BS EN 1996-1-1:2005 (see NA.4) 2.4.4(1) serviceability limit states; 3.2.2(1) specification of masonry mortar; 3.6.1.2(1) characteristic compressive strength of masonry other than shell bedded; 3.6.2(3), (4) and (6) characteristic shear strength of masonry; 3.6.3(3) â BSIof 2007 ã â The British Standards 2013 ã1 characteristic flexural Institution strength masonry; 3.7.2(2) modulus of elasticity; Introduction This National Annex has been prepared by BSI Subcommittee B/525/6, Use of masonry It is to be used in conjunction with NA to BS EN 1996-1-1:2005+A1:2012 BS EN 1996-1-1:2005 This National Annex has been prepared by BSI Subcommittee B/525/6, Use of masonry It is to be used in conjunction with BS EN 1996-1-1:2005 NA.1 Scope This National Annex gives: NA.1 a) Scope decisions for the Nationally Determined Parameters described in following subclauses Thisthe National Annex gives: of BS EN 1996-1-1:2005: ultimate limit states; a) 2.4.3(1)P decisions for the Nationally Determined Parameters described in the following subclauses of BS EN 1996-1-1:2005: 2.4.4(1) serviceability limit states; 2.4.3(1)P 3.2.2(1) 2.4.4(1) 3.6.1.2(1) ultimate limitof states; specification masonry mortar; serviceability states; strength of characteristic limit compressive 3.2.2(1) masonry other shell mortar; bedded; specification ofthan masonry 3.6.2(3), 3.6.1.2(1)(4) and (6) characteristic shear strength of masonry; compressive strength of masonry other than shell bedded; characteristic flexural strength of masonry; 3.6.3(3) 3.6.2(3), 3.7.2(2) (4) and (6) 3.6.3(3) 3.7.4(2) 3.7.2(2) 4.3.3(3) and (4) 3.7.4(2) 5.5.1.3(3) 4.3.3(3) and (4) 6.1.2.2(2) 5.5.1.3(3) characteristic shear strength of masonry; modulus of elasticity; characteristic flexural strength of masonry; creep, moisture expansion or shrinkage and thermal expansion; modulus of elasticity; reinforcing steel;expansion or shrinkage creep, moisture and thermal expansion; effective thickness of masonry walls; reinforcing slenderness steel; ratio γc below which creep may be ignored; effective thickness of masonry walls; 8.1.2(2) thickness of wall; 6.1.2.2(2) 6.2.2 minimum design value of the limiting shear slenderness ratio γc below which creep may resistance be ignored; 8.5.2.2(2) cavity walls; 8.1.2(2) 8.5.2.3(2) 8.5.2.2(2) 8.6.2(1) minimum double-leafthickness walls; of wall; cavity walls; vertical chases and recesses; 8.5.2.3(2) double-leafand walls; 8.6.3(1) horizontal inclined chases 8.6.2(1) vertical chases and recesses; b) decisions on the status of BS EN 1996-1-1:2005 informative Annexes A to J (see NA.3); 8.6.3(1) horizontal and inclined chases c) referenceson tothe non-contradictory b) decisions status of BS ENcomplementary 1996-1-1:2005 information informative to assist theAuser apply BS EN 1996-1-1:2005 (see NA.4) Annexes to J to (see NA.3); c) references to non-contradictory complementary information to assist the user to apply BS EN 1996-1-1:2005 (see NA.4) 2ãâ The British Standards Institution 2013 â BSI 2007 • © BSI 2007 • NA to BS EN 1996-1-1:2005+A1:2012 NA to BS EN 1996-1-1:2005 NA.2 Nationally determined parameters NA.2.1 Ultimate limit states [see BS EN 1996-1-1, 2.4.3(1)P] Licensed Copy: Mr Thomas Digby-Rogers, British Standards Institution, 23/11/2011 09:16, Uncontrolled Copy, (c) BSI The values for γM are given in Table NA.1 Table NA.1 Values of γM for ultimate limit state γM cM A) Class of execution control: control: A) A) Material Material Masonry Masonry When in a state direct or flexural compression When in a state of direct or flexural compression Unreinforced masonry made with: Unreinforced masonry units of category I made with: 2,3 B) 2,7 B) B) B) units of category I 2,3 2,7 B) units of category II 2,6 3,0 B) B) B) units of category II 2,6 3,0 Reinforced masonry made with mortar M6 or M12: C) Reinforced masonry Imade with: units of category 2,0 B) C) C) of category 2,0 B) unitsunits of category II I 2,3 B) B) C) When in a state of flexural tension units of category II 2,3 ininalaterally loaded wall panels when removal of the When state of flexural tension panel would affect the overall of the building B) units of category I andstability II 2,3 2,7 B) units of category I and II 2,3 B) 2,7 B) When in a state of shear in laterally loaded wall panels when removal of the Unreinforced masonry made with: panel would not affect the overall stability of the building of category I and 2,5 B) 2,5 B)2,4 B) unitsunits of category I and II II 2,0 B) Reinforced When in a state ofmasonry shear made with: C) units of category I and II 2,0 B) Unreinforced masonry made with: B) Steel and other components units of category I and II 2,5 2,5 B) D) C) Anchorage of reinforcing steelmortar M6 or M12 1,5 : Reinforced masonry made with C) C) units of category and II Reinforcing steel andI prestressing steel 1,15 D) 2,0 B) Steel and other components Ancillary components – wall ties 3,5 B) 3,5 B) D) C) Anchorage of reinforcing steel 1,5 E) Ancillary components – straps 1,5 1,5 E) D) C) Reinforcing steel and prestressing steel 1,15 Lintels in accordance with BS EN 845-2 See NA to BS EN 845-2 See NA to BS EN 845-2 B) Ancillary components – wall ties 3,0 3,0 B) A) Class of execution control should be assumed whenever the work is E) carried out following the recommendations for Ancillary components – strapsincluding appropriate supervision1,5 1,5 E) workmanship in BS EN 1996-2, and inspection, and in addition: in accordance with BS EN 845-2ensure that the construction See NAis to BS EN 845-2 NAthe to appropriate BS EN 845-2 a) Lintels the specification, supervision and control compatible with the See use of A) A) Class ofsafety execution control be assumed whenever the work is carried out following the recommendations for partial factors givenshould in BS EN 1996-1-1; in BS EN 1996-2, andorinspection, in addition: b) workmanship the mortar conforms to BS ENincluding 998-2, ifappropriate it is factorysupervision made mortar, if it is site and mixed mortar, preliminary compression a) the specification, supervision and control ensure that the construction is compatible with the use of the appropriate partial strength tests carried out on the mortar to be used, in accordance with BS EN 1015-2 and BS EN 1015-11, indicate safety factors given in BS EN 1996-1-1; conformity to the strength requirements given in BS EN 1996-1-1 and regular testing of the mortar used on site, in b) the mortar conforms to BS EN 998-2, if it is factory made mortar If the mortar is site mixed, preliminary compressive accordance BS EN 1015-2 1015-11, shows that the strength requirements of BS EN strength tests,with in accordance withand BS BS EN EN 1015-2 and BS EN 1015-11, are carried out on the mixture of1996-1-1 sand, limeare (ifbeing any) maintained and cement that is intended to be used (the proportions given in Table NA.2 may be used initially for the tests) in order to confirm that the strength requirements of thewhenever specification can be theout proportions need to be changedfor to achieve Class of execution control should be assumed the work is met; carried followingmay the recommendations the required and the new proportions are supervision then to be used for the work on site Regular compressive strength workmanship in strengths BS EN 1996-2, including appropriate testingconsidering is carried out samples from the mortar to check theberequired B) When theon effects of misuse or site accident these valuesthat may halved strengths are being achieved. Class of execution control should be assumed whenever the work is carried out following the recommendations for C) Class of execution control is not considered appropriate for reinforced masonry and should not be used However, workmanship in BS EN 1996-2, including appropriate supervision masonry wall panels reinforced with bed joint reinforcement used: B) When considering the effects of misuse or accident these values may be halved a) to enhance the lateral strength the masonry panel; for reinforced masonry and should not be used However, C) Class of execution control is notofconsidered appropriate b) to limit control shrinkage or bed expansion of the masonry, masonry wallor panels reinforced with joint reinforcement used: a) to enhance the lateral strength of the masonry panel; can be considered to be unreinforced masonry for the purpose of class of execution control and the unreinforced masonry b) to limit or control shrinkage or expansion of the masonry, direct or flexural compression γM values are appropriate for use can be considered to be unreinforced masonry for the purpose of class of execution control and the unreinforced masonry D) When considering the effects of misuse or accident these values should be taken as 1,0 direct or flexural compression cM values are appropriate for use E) For horizontal restraint straps, unless otherwise specified, the declared ultimate load capacity depends on there being D) When considering the effects of misuse or accident these values should be taken as 1,0 When a lower stress due to design loads may be a design compressive inunless the masonry of at least 0,4the N/mm E) For horizontal restraintstress straps, otherwise specified, declared ultimate load capacity depends on there being a acting, for example when autoclaved concrete or lightweight aggregate masonry is used, theacting, for When a lower design compressive stress in the masonryaerated of at least 0,4 N/mm stressconcrete due to design loads may be manufacturer’s advice aerated should be soughtor and a partial safety factor of should be used example when autoclaved concrete lightweight aggregate concrete masonry is used, the manufacturer’s advice should be sought and a partial safety factor of should be used • © BSI 2007 © The British Standards Institution 2013 • 3 NA to BS EN 1996-1-1:2005+A1:2012 NA.2.2 NA to BS EN 1996-1-1:2005 Serviceability limit states [see BS EN 1996-1-1, 2.4.4(1)] The recommended value for γM for all of the materials listed in Table NA.1 is 1,0 NA.2.3 NA.2.3.1 Specification of masonry mortar [see BS EN 1996-1-1, 3.2.2(1)] Mortars The proportions of the prescribed constituents required to provide the stated “M” values for prescribed masonry mortars are given in Table NA.2 Table NA.2 Acceptable assumed equivalent mixes for prescribed masonry mortars Compressive Prescribed mortars (proportion of materials by volume) (seeMortar Note) Compressive Prescribed mortars (proportion of materials by volume) A) Note) designation strength class (see Cement B) : sand Masonry Cement B) : lime : Masonry class A) C) : sand cement D) : sand B) B) sand with or without with or without cement Cement : Cement : Masonry Masonry entrainment air entrainment lime air : sand sand with or cement C) : cement D) : M12 M6 M12 M4 M6 M2 M4 A) with or without air sand : 0air to ¼ : 3entrainment 1:3 without entrainment : ½ : to 4½ : to sand Not suitable Not suitable : 2½ to 3½ 1:3 : to ¼ : 1:3 Not suitable Not suitable (i) : : to : to : to : 3½ to : ½ : to 4½ : to : 2½ to 3½ 1:3 (ii) : : to : to : 5½ to 6½ : 4½ : : to : to : to : 3½ to (iii) The number following the M is the compressive strength for the class at 28 days in N/mm2 : : to : to : 5½ to 6½ : 4½ (iv) or combinations of cement in accordance with NA.2.3.2, except masonry cements C) A) The Masonry cement in accordance with NA.2.3.2 (inorganic filler other than lime) number following the M is the compressive strength for the class at 28 days in N/mm B) Cement D) orcement combinations of cement in NA.2.3.2 accordance with NA.2.3.2, except masonry cements Masonry in accordance with (lime) M2 B) Cement Mortar Suitable for use in designation environmental condition (i) (ii) Severe (S) (iii) Severe (S) (iv) Moderate (M) Passive (P) C) Masonry cement in accordance with NA.2.3.2 (inorganic filler other than lime) NOTE When the sand portion is given as, for example, to 6, the lower figure should be used with sands D) Masonry cement in accordance with NA.2.3.2 (lime) containing a higher proportion of fines whilst the higher figure should be used with sands containing a lower NOTE 1 When the sand portion is given as, for example, to 6, the lower figure should be used with sands proportion of fines containing a higher proportion of fines whilst the higher figure should be used with sands containing a lower proportion of fines NOTE 2 For Class of execution control site compressive strength testing is not required for these traditional mixes and checking of prescribed mortars should only be done by testing the proportions of the constituents. 4ãâ The British Standards Institution 2013 â BSI 2007 • NA.2.3.2 NA to BS EN 1996-1-1:2005 Table NA.3 NA.2.3.2 Licensed Copy: Licensed Mr Thomas Copy:Digby-Rogers, Mr Thomas Digby-Rogers, British Standards British Institution, Standards 23/11/2011 Institution,09:16, 23/11/2011 Uncontrolled 09:16, Copy, Uncontrolled (c) BSICopy, (c) BSI Cements: Cement NA to BS EN of 1996-1-1:2005+A1:2012 The following cements, or combination cements, are suitable for use in the mixtures of mortars that are given in Table NA.3 Cements Cement The following cements, or combination of cements, are suitable for use in the mixtures mortars that are in Table NA.3 BS ENof197-1 Notation CEMgiven I Portland cement Portland limestone cement Table NA.3 Sulfate-resisting Portland cement Cements: Portland-slag cement Portland cement Portland-fly ash cement Cements BS EN 197-1 Notation CEM II/A-L and CEM II/A-LL BS 4027 BS EN 197-1 Notation CEM II/A-S or II/B-S BS BS EN EN 197-1 197-1 Notation Notation CEM CEM III/A-V or II/B-V Portland cement filler, other than lime) BS BS EN EN 413-1, 197-1 Notation and than CEM65% II/A-LL Masonry limestone cement (inorganic Class MCCEM 12,5II/A-L (not less by mass of Portland cement clinker as defined in BS EN 197-1) BS EN 197-1 Notation I SR or CEM I SR 3 Sulfate-resisting Portland cement 4027 Masonry cement (lime) Portland-slag cement BS EN 413-1 MCCEM 12,5 II/A-S (not less than 65% by mass of 197-1 Class Notation or II/B-S Portland cement clinker as defined in BS EN 197-1) BS EN 197-1 Notation CEM II/A-V or II/B-V Portland-fly ash cement Combinations of cements: Masonry cement (inorganic filler, other than lime) BS EN 413-1, Class MC 12,5 (not less than 65% by mass of a) Combinations produced in the mortar mixer from Portland cement CEM I conforming BSEN EN197-1) 197-1 and ground clinker as defined intoBS granulated blastfurnace slag conforming to BS 6699 where the proportions and properties conform to CEM II/A-S or Masonry cement (lime) BS EN 413-1 Class MC 12,5 (not less than 65% by mass of CEM II/B-S of BS EN 197-1:2000, except Clause of that standard Portland cement clinker as defined in BS EN 197-1) b) Combinations produced in the mortar mixer from Portland cement CEM I conforming to BS EN 197-1 and limestone Combinations of cements: fines conforming to BS 7979 where the proportions and properties conform to CEM II/A-L or CEM II/A-LL of Combinations shall conform to Annex of BS 8500-2:2006 andcement be of standard strength class or greater a) Combinations produced in the mortar mixer from Portland CEM I conforming to32,5 BS EN 197-1 and ground BS EN 197-1:2000, except Clause of Athat standard granulated blastfurnace slag conforming to BS 6699 where the proportions and properties conform to CEM II/A-S or a) a c) Combinations produced 6% in the mortar mixer from Portland cement conforming to BS EN 197-1 and pulverized combination containing to 35% by weight, of ggbs conforming to CEM BS ENI 15167-1 CEM II/B-S of BS EN 197-1:2000, except Clause of that standard b) a combination fuel ash conforming to BS 3892-1, or by to weight, BS EN 450-1, where the proportions and properties conform to CEM II/A-V or containing 6% to 35% of fly ash conforming to BS EN 450-1 c) aCombinations b) produced in the mortar mixer from cement CEM I to conforming to BS EN 197-1 and limestone CEM II/B-V of BScontaining EN 197-1:2000, except Clause ofPortland that standard combination 6% to 20% by weight, of9limestone fines conforming BS 7979 fines conforming to BS 7979 where the proportions and properties conform to CEM II/A-L or CEM II/A-LL of The use of high alumina cement is not permitted BS EN 197-1:2000, except Clause of that standard c) Combinations produced in the mortar mixer from Portland cement CEM I conforming to BS EN 197-1 and pulverized NA.2.3.3 Lime fuel ash conforming to BS 3892-1, or to BS EN 450-1, where the proportions and properties conform to CEM II/A-V or CEM II/B-V of BS EN 197-1:2000, exceptLime Clause of that standard should conform to BS EN 459-1 The use of high alumina cement is not permitted NA.2.3.4 NA.2.3.3 NA.2.3.4 NA.2.3.5 Fine aggregates (sand) and other aggregates Lime Natural aggregates Lime shouldfrom conform to BS EN 459-1 Aggregates natural sources to be used for mortar should conform to BS EN 13139 Fine aggregates (sand) and other aggregates Admixtures and additions Natural aggregates Air entraining Aggregates from plasticizers natural sources to be used for mortar should conform to BS EN 13139 Mortar plasticizers should conform to BS EN 934-3 NA.2.3.5 Colouring pigments Admixtures and additions Pigments used for colouring mortars should conform to BS EN 12878 Air entraining plasticizers NA.2.4 NA.2.4 Mortar plasticizers should conform to BS EN 934-3 Characteristic compressive strength of masonry Colouring pigments other than shell bedded Pigments used for colouring mortars should conform to BS EN 12878 [see BS EN 1996-1-1, 3.6.1.2(1)] α Option 3.6.1.2(1)(i) should be used, using Equation 3.1 : fk = K fb fmβ Characteristic compressive strength of masonry other than shell bedded [see BS EN 1996-1-1, 3.6.1.2(1)] α • © BSI 2007 • © BSI 2007 Option 3.6.1.2(1)(i) should be used, using Equation 3.1 : fk = K fb fm â The British Standards Institution 2013ã5 NA to BS EN 1996-1-1:2005+A1:2012 NA to BS EN 1996-1-1:2005 Table NA.4 Values of K to be used with equation 3.1: Table NA.4 purpose mortar mortar Values of K to be used with equation 3.1: Masonry Unit General Group Group Clay Calcium silicate concrete Aggregate Calcium silicate Aggregate concrete Group Group Group Group Group Group Group Group Group Group C) Group Group (units laid flat) Group Group C) Group Group flat) (units laid Group Group Autoclaved aerated concrete Group Group Manufactured stone Group Group Dimensioned naturalconcrete stone Group Autoclaved aerated Group Thin layer (bed joint General Thin W 0,5layer mm and purpose mortar mortar u mm ) (bed joint 0,50 0,75 W 0,5 mm and 0,40 0,70 u mm ) Masonry Unit Clay NA to BS EN 1996-1-1:2005 Lightweight mortar of density 800 < ρ d 600 u ρd 800 kg/m3 mortar 300 kg/m3 u u of Lightweight density 600 u ρd 0,30 u 800 kg/m3 800 < ρ d 0,40 u 300 kg/m3 0,25 0,30 0,50 A) 0,75 A) 0,30 A) 0,40 0,40 0,50 A) A) 0,70 0,80 A) A) 0,25 A) 0,30 B) A) B) A) 0,40 A) 0,70 A) B) A) B) A) 0,75 0,55 0,50 0,50 D) 0,40 0,90 0,80 0,80 0,70 D) 0,70 0,45 B) 0,55 0,70 0,52 0,50 0,80 0,76 0,70 0,45 0,45 0,40 0,45 0,45 0,40 A) 0,52 0,55 0,75 A) A) 0,76 0,80 0,90 A) A) 0,45 0,45 A) 0,45 0,45 A) 0,45 0,75 A) 0,75 0,90 A) B) A) B) A) 0,45 0,55 0,80 B) 0,45 B) B) A) A) 0,40 B) A) A) A) 0,45 B) D) D) 0,40 B) A) A) 0,45 A) Group andstone units have notGroup traditionally been used in the UK, so0,75 no values are available B) B) Manufactured 0,45 B) These masonry unit and mortar combinations have not traditionally been used in the UK, so no values are available B) B) B) Dimensioned natural stone Group 1contain 0,45vertical C) Group 11aggregate aggregate concrete units formed vertical voids, K bydirection (100-n) /100, whereKnby is (100-n) /100, the If Group concrete units contain formed voids inmultiply the normal , multiply A) percentage of4percentage voids, maximum 25% where n3isand the ofnot voids, maximumbeen 25%.used in the UK, so no values are available Group units have traditionally D) These B) When aggregate concrete masonrycombinations units are to behave usednot laidtraditionally flat, the normalized strength theso unit calculated masonry unit and mortar been used in theofUK, noshould valuesbe are available C) If using the width and height of theunits unit in the upright along with the Equation compressive strength of where the unitn tested Group aggregate concrete contain formed voids, multiply K by (100-n) /100, is the in the Values ofposition αvertical , β for use with 3.1 are as follows: upright position maximum 25% percentage of voids, For general mortar: = 0,7 and β = 0,3 Values of α, purpose β for use with Equation 3.1 are asα follows: For lightweight mortar: α = 0,7 and β = 0,3 For thin layer mortarmortar: (in bed joints of general purpose α = 0,7 and β = 0,3 thickness 0,5 mm to mm): For lightweight mortar: α = 0,7 and β = 0,3 a) using clay units of Group 1, Calcium α = 0,85 and β = For thin layer mortar (in bed joints of silicate and aggregate concrete units of thickness 0,5 mm to mm): Group and and autoclaved concrete a) using clay units units of Group of Group 1, Calcium α = 0,85 and β = silicate and aggregate concrete units of b) using clay units of Group α = 0,7 and β = Group and and autoclaved concrete units of Group When 3.1 following limitations apply: b)using usingEquation clay units ofthe Group α = 0,7 and β = • the masonry is detailed in accordance with BS EN 1996-1-1, section When using 8; Equation 3.1 the following limitations apply: • joints is and perpend joints satisfywith the BS requirements • all thebed masonry detailed in accordance EN 1996-1-1, of 8.1.5(1) and all mortar pockets satisfy the requirements section 8; of 8.1.5(3) so as to be considered as filled; • all bed joints and perpend joints satisfy the requirements of 8.1.5(1) and all mortar pockets satisfy the requirements of 8.1.5(3) so as to be considered as filled; 6ãâ The British Standards Institution 2013 â BSI 2007 ã NA to BS EN 1996-1-1:2005+A1:2012 NA NAto NA toBS to BSEN BS EN1996-1-1:2005 EN 1996-1-1:2005 1996-1-1:2005 • • f•b fis not fbnot istaken not taken taken toto bebe togreater be greater greater than: than: than: b is when when when • • 110 •110 N/mm 110 N/mm N/mm units units units are are laid are laid in laid in general general in general purpose purpose purpose mortar; mortar; mortar; NA to BS EN 1996-1-1:2005 when when when • • 50 •50 N/mm 50 N/mm N/mm units units units are are laid are laid in laid in thin thin in layer thin layer layer mortar; mortar; mortar; • where where where fb fis fbderived derived is derived from from from BSBS EN BS EN 772-1 EN 772-1 772-1 when when when the the load the load load is is applied applied is applied inin in b is the the normal normal orientation, orientation, i.e i.e perpendicular i.e perpendicular perpendicular toto the the tonormal the normal normal bed bed face bed face face fthe isnormal not taken toorientation, be greater than: b Licensed Copy: Licensed Mr Thomas Copy: Digby-Rogers, Mr ThomasBritish Digby-Rogers, Standards British Institution, Standards 23/11/2011 Institution, 09:16, 23/11/2011 Uncontrolled 09:16, Copy, Uncontrolled (c) BSI Copy, (c) BSI Licensed Copy: Mr Thomas Digby-Rogers, British Standards Institution, 23/11/2011 09:16, Uncontrolled Copy, (c) BSI Licensed Copy: Mr Thomas Digby-Rogers, British Standards Institution, 23/11/2011 09:16, Uncontrolled Copy, (c) BSI NOTE NOTE fb110 fis the fbN/mm the isnormalized the normalized strength strength strength of aa unit; ofunit; a unit; if if concrete concrete ifpurpose concrete blocks blocks blocks are are toare to bebe to be normalized b is •NOTE when units are of laid in general mortar; laid laid flat, laid flat, then flat, then the then the normalized the normalized normalized strength strength strength is is still still isused still used used forfor the for the design, the design, design, even even even if if if when units are laid in thin layer mortar; • 50 N/mm that that strength that strength strength was was obtained was obtained obtained byby testing testing by testing blocks blocks blocks inin the the inupright the upright upright position position position isnot derived BS EN 772-1 when thegreater load isthan: applied in • • fwhere •mfm is is fnot istaken taken taken toto befrom be togreater be greater greater than than than 22 fb fnor nor fbgreater nor greater than: than: b mfnot b2 the normal orientation, i.e perpendicular to the normal bed face when when when •12 12 N/mm N/mm units units units are are laid are laid in laid in general general in general purpose purpose purpose mortar; mortar; mortar; • • 12 N/mm NOTE fb is the normalized strength of a unit; if concrete blocks are to be when when when • • 10 •10 N/mm 10 N/mm N/mm units units units are are laid are laid in laid in lightweight lightweight in lightweight mortar; mortar; mortar; laid flat, then the normalized strength is still used for the design, even if that strength was obtained testing blocks in the upright position • • the •the coefficient the coefficient coefficient ofof variation variation of by variation ofof the the of strength the strength strength ofof the the ofmasonry the masonry masonry units units units is is is not more not more more than than than 25%; 25%; 25%; • fnot m is not taken to be greater than fb nor greater than: For For masonry masonry masonry made made with with with general general general purpose purpose mortar mortar and and where and where where the thethe 2made •For 12 N/mm when units are laidpurpose in mortar general purpose mortar; thickness thickness thickness ofof the the ofmasonry the masonry masonry is is equal equal is equal toto the the towidth the width width oror length length or length ofof the the ofunit, the unit, unit, soso so when units are laid in lightweight mortar; •there 10 that that that there there isN/mm is nono ismortar no mortar mortar joint joint joint parallel parallel parallel toto the the toface the face of face of the the ofwall the wall through wall through through allall all or any any orpart any part of part of the the oflength the length length ofof the the ofof wall, the wall, Kstrength K is is obtained Kobtained is obtained from from from Table Table Table NA.4 NA.4 NA.4 • or the coefficient of variation thewall, of the masonry units is not more than 25%; For masonry, other than collar jointed aggregate concrete For For masonry For masonry masonry made made made with with with general general general purpose purpose purpose mortar mortar mortar and and where and where where there there there is is a ais a masonry, made with general purpose mortar and where there is of a of mortar mortar mortar joint joint joint parallel parallel parallel to to the the toface the face of face of the the ofwall the wall through wall through through allall oror all any any orthe part any part part the the of the For masonry made with general purpose mortar and where mortar joint parallel to the face of wall through all any part length length length of of the ofthe wall, the wall, wall, oror forfor or collar collar collar jointed jointed jointed walls walls with with or or without without oror without mortar mortar mortar in thickness ofthe masonry isfor equal tothe thewalls width or with length of the unit, soin in ofthe the length ofjoint, the wall the value obtained Table NA.4 isall the collar the collar collar joint, the the value the value value ofof K K of obtained obtained K of obtained from from Table Table NA.4 NA.4 NA.4 is is multiplied multiplied is multiplied that there isjoint, no mortar joint parallel toKthe face offrom the wall through from Table multiplied by 0,8 by 0,8 by 0,8 0,8.of the length of the wall, K is obtained from Table NA.4 orby any part collar jointed aggregate concrete masonry made with For For masonry For masonry masonry made made made of of general general of general purpose purpose purpose mortar mortar mortar where where where Group Group Group 2general aggregate aggregate aggregate made with general purpose mortar and where there is a purpose mortar, with or without the collar filled with mortar, theofwith concrete concrete concrete units units units are are used are used used with with with the the the vertical vertical cavities cavities filled filled filled completely completely completely with with mortar joint parallel to the face ofvertical wallcavities through all or any part the unit shape factor correction to obtain the normalized strength should concrete, concrete, concrete, the the value the value value ofof fb fof fb should length of the wall, or for jointed walls with or considering withoutthe mortar in should should bebe obtained be obtained obtained by by considering by considering the units the units units toto to bcollar use the width of theavalue wall as the unit width and the heightisto of the the collar joint, K obtained from Table NA.4 multiplied be be Group be Group Group 1 having having 1the having compressive a compressive a of compressive strength strength strength corresponding corresponding corresponding to the the to the masonry units strength by 0,8 compressive compressive compressive strength strength ofof the the ofunits the units units oror ofof or the the ofconcrete the concrete concrete infill, infill, infill, whichever whichever whichever is is is the the lesser the lesser lesser For masonry made of general purpose mortar where Group aggregate Where Where Where action action action effects effects effects are are parallel are parallel parallel toto the the todirection the direction direction ofof the the of bed the bed joints, bed joints, joints, concrete units are used with the vertical cavities filled completely with concrete, the valuecompressive of fcompressive the the characteristic the characteristic characteristic compressive strength strength strength may may be may be determined be determined determined from from from should be obtained by considering the units to b Equation Equation 3.1 with 3.1 with with fba,fbcompressive fb, derived beEquation Group 3.1 having strength corresponding to thedirection derived , derived from from from BSBS EN BS EN 772-1, EN 772-1, 772-1, where where where the the direction the direction ofof of application application application ofstrength of the the ofload the load tothe to the the to test the test specimens test specimens is is inin the is the in same the same same direction direction direction as compressive ofload units or ofspecimens the concrete infill, whichever isas as lesser the the direction the direction direction ofof the the ofaction the action action effect effect effect inin the the inmasonry, the masonry, masonry, but but with but with with the the factor, the factor, factor, δ,δ, δ, as as given given as action given inin BSBS in EN BS EN 772-1 EN 772-1 taken taken taken toto bebe to nobe no greater no greater greater than than than 1,0 1,0 For 1,0 For Group For Group Group 22 Where effects are772-1 parallel to the direction of the bed joints, units, units, units, K K should should K should then then then be be multiplied be multiplied multiplied by by 0,5 by 0,5 0,5 the characteristic compressive strength may be determined from When When When the the perpend the perpend perpend joints are are unfilled, are unfilled, unfilled, equation equation equation 3.1 3.1 may 3.1 may be may be used, be used, used, with with Equation 3.1 with fbjoints , joints derived from BS EN 772-1, where the direction ofwith application of of the load to the testactions specimens ismight in might the same direction asbe consideration consideration consideration of any any ofhorizontal any horizontal horizontal actions actions that that might that bebe applied be applied applied to,to, orto, or be or be the direction of action effect inalso the masonry, but with the factor, δ, transmitted transmitted transmitted by, by, the by, the masonry the masonry masonry See See See also 3.6.2(4) also 3.6.2(4) 3.6.2(4) as given in BS EN 772-1 taken to be no greater than 1,0 For Group units, K should then be multiplied by 0,5 of NA.2.5 NA.2.5 NA.2.5 Characteristic Characteristic Characteristic shear shear shear strength strength strength ofmasonry of masonry masonry When the perpend joints are unfilled, equation 3.1 may be used, with [see [see [see BS BS EN BS ENEN 1996-1-1, 1996-1-1, 1996-1-1, 3.6.2(3)] 3.6.2(3)] 3.6.2(3)] consideration of any horizontal actions that might be applied to, or be The The limit The limit limit ofof fvkfof should fshould should bebe taken be taken taken asas 0,065 0,065 as3.6.2(4) 0,065 fb.fb fb vk vk masonry transmitted by, the See also NA.2.6 NA.2.6 NA.2.6 Characteristic Characteristic Characteristic shear shear shear strength strength strength of of masonry masonry NA.2.5 Characteristic shear strength ofofmasonry masonry [see [see [see BS BSEN BS ENEN 1996-1-1, 1996-1-1, 1996-1-1, 3.6.2(4)] 3.6.2(4)] 3.6.2(4)] [see BS EN 1996-1-1, 3.6.2(3)] The The limit The limit limit of ffvkfof should fshould be taken be taken taken as 0,045 0,045 as 0,045 ffb fb fb vk should The limit ofof should bebe taken asas 0,065 vk vk b NA.2.6 6 ã 6ã â ãâ BSI BSI â2007 BSI 2007 2007 Characteristic shear strength of masonry [see BS EN 1996-1-1, 3.6.2(4)] â The British Standards Institution 2013ã7 The limit of fvk should be taken as 0,045 fb Characteristic shear strength of masonry [see BS EN 1996-1-1, 3.6.2(3)] NA to BS EN 1996-1-1:2005+A1:2012 Licensed NA.2.5 The limit of fvk should be taken as 0,065 fb NA.2.6 Characteristic shear strength of masonry [see BS EN 1996-1-1, 3.6.2(4)] NA to BS EN 1996-1-1:2005 NA to BS EN 1996-1-1:2005 The limit of fvk should be taken as fb.EN 1996-1-1:2005 NA0,045 to BS Licensed Copy: Mr Thomas Digby-Rogers, British Standards Institution, 23/11/2011 09:16, Uncontrolled Copy, (c) BSI ã â BSI 2007 NA.2.7 Characteristic shear strength of masonry NA.2.7 Characteristic shear strength of masonry [see BSshear EN 1996-1-1, 3.6.2(6)] NA.2.7 Characteristic strength of masonry [see BS EN 1996-1-1, 3.6.2(6)] The 1996-1-1, characteristic3.6.2(6)] initial shear strength fvko should be taken from [see BS EN The characteristic Table NA.5 initial shear strength fvko should be taken from The characteristic Table NA.5 initial shear strength fvko should be taken from Table NA.5 Values of the initial shear strength of masonry, fvko Table NA.5 Table NA.5 Values of the initial shear strength of masonry, fvko Masonry units Strength class of shear fvko (N /mm2) of masonry, fvko Table NA.5 Values of the initial strength general Strength classpurpose of fvko (N /mm2) purpose Thin layer mortar Lightweight mortar Strength class of fvko (N /mm2General ) mortar general purpose mortar (bed joint u 0,5 mm General purpose Thin layer mortar Lightweight mortar Thin layer mortar generalmortar purpose General purpose Thin layer mortar Lightweight mortar and W mm) mortar (bed joint u 0,5 mm (bed joint 0,5 mm mortar mortar (bed joint 0,5 mm and u W3 mm) mm) and Clay M12 0,30 and W mm) Clay M12 M4 and M6 0,30 0,20 0,30 0,15 Clay M12 M4 and M6 0,30 0,20 0,30 0,15 M2 0,10 M4 andM2 M6 0,20 0,10 0,30 0,15 Calcium silicate M12 0,20 M2 0,10 0,20 Calcium silicate M12 M4 and M6 0,15 0,40 0,15 Calcium silicate M12 M4 and M6 0,20 0,15 0,40 0,15 M2 0,10 M4 andM2 M6 0,15 0,10 0,40 0,15 Aggregate concrete, M12 0,20 0,10 0,20 autoclaved aeratedM2 concrete, Aggregate concrete, M12 0,15 0,30 0,15 M4 and M6 manufactured stone and autoclaved aerated concrete, Aggregate concrete, M12 0,20 0,15 0,30 0,15 M4 and M6 0,10 dimensioned manufactured stonenatural and stone autoclaved aerated concrete, M2 0,15 0,30 0,15 M4 and M6 0,10 dimensioned stone manufactured stone natural and M2 0,10 dimensioned natural stone M2 Masonry units Masonry units } } } } } } } } } } } } } } } } } } NA.2.8 Characteristic flexural strength of masonry NA.2.8 Characteristic flexural strength of masonry [see BSflexural EN 1996-1-1, 3.6.3(3)] NA.2.8 Characteristic strength of masonry [see BS EN 1996-1-1, 3.6.3(3)] The 1996-1-1, values of fxk1 3.6.3(3)] and fxk2 to be used for general purpose mortars are [see BS EN The values fxk2 to be used for general purpose mortars are given of in fTable NA.6 xk1 and The values andNA.6 fxk2 to be used for general purpose mortars are givenofinfxk1 Table ForNA.6 thin layer mortars use the values given for M12 mortar given in Table For thin layer mortars use the values given for M12 mortar For lightweight mortars thefor values for M2 mortar For thin layer mortars use the valuesuse given M12given mortar For lightweight mortars use the values given for M2 mortar For lightweight mortars use the values given for M2 mortar 8ãâ The British Standards Institution 2013 NA to BS EN 1996-1-1:2005+A1:2012 NA to BS EN 1996-1-1:2005 Characteristic flexural strength of masonry, fxk1and fxk2, in N/mm2 Values of fxk1 Plane of failure parallel to bed joints Values of fxk2 Plane of failure perpendicular to bed joints Mortar strength class: M12 M6 and M4 M2 M12 M6 and M4 M Clay masonry units of groups and having a water absorption (see Note 1) of: 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 } } Licensed Copy: Mr Thomas Digby-Rogers, British Standards Institution, 23/11/2011 09:16, Uncontrolled Copy, (c) BSI Table NA.6 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 } 0,25 } } } }0,25 }0,2 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 0,2 0,4 0,4 0,45 0,4 0,6 0,5 0,25 0,2 0,25 0,2 0,35 0,3 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 0,15 0,1 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 U17,5 0,75 0.6 0,9 (see Note 4) 0,7 (see Note 4) 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 × 225 mm × 112.5 mm ã â BSI 2007 â The British Standards Institution 2013 • 9 NA to BS EN 1996-1-1:2005+A1:2012 NA.2.9 NA to BS EN 1996-1-1:2005 Modulus of elasticity [see BS EN 1996-1-1, 3.7.2(2)] The value of KE to be used is 000 NA.2.10 Creep, moisture expansion or shrinkage and thermal expansion [see BS EN 1996-1-1, 3.7.4(2)] The values to be used for the deformation properties of masonry are given in Table NA.7 Table NA.7 Values for the final creep coefficient, long term moisture expansion or shrinkage, and coefficient of thermal expansion for masonry Type of masonry unit Final creep coefficient A) Long term moisture Coefficient of thermal expansion or shrinkage B) expansion, αt, 10p6/K øZ mm/m Clay 1,5 0,5 Calcium Silicate 1,5 p0,2 10 Dense aggregate concrete and manufactured stone 1,5 p0,2 10 Lightweight aggregate concrete 1,5 p0,4 10 Autoclaved aerated concrete 1,5 p0,2 10 Natural stone normally very low 0,1 10 A) B) The final creep coefficient ø Z = εcZ / εel, where εcZ is the final creep strain and εel = σ / E Where the long term value of moisture expansion or shrinkage is shown as a negative number it indicates shortening and as a positive number it indicates expansion 10ãâ The British Standards Institution 2013 â BSI 2007 • NA to BS EN 1996-1-1:2005+A1:2012 NA to BS EN 1996-1-1:2005 NA.2.11 Reinforcing steel [see BS EN 1996-1-1, 4.3.3(3)] Reinforcing steels should be selected in accordance with Table NA.8 Table NA.8 Licensed Copy: Mr Thomas Digby-Rogers, British Standards Institution, 23/11/2011 09:16, Uncontrolled Copy, (c) BSI Exposure class A) Selection of reinforcing steel for durability Minimum level of protection for reinforcement, excluding cover Located in bed joints or special clay masonry units Located in grouted cavity or Quetta bond construction MX1 Carbon steel galvanized in accordance with BS EN ISO 1461 Minimum mass of zinc coating 940 g/m2 or for bed joint reinforcement material/coating reference R1 or R23 B) or R3 R1,B)R3 Carbon steel MX2 Carbon steel galvanized in accordance with BS EN ISO 1461 Minimum mass of zinc coating 940 g/m2 or for bed joint reinforcement material/coating reference R1 or R3 R1, R3 or R23 Carbon steel or, where mortar is used to fill the voids, carbon steel galvanized in accordance with BS EN ISO 1461 to give a minimum mass of zinc coating of 940 g/m2 MX3 Austenitic stainless steel in accordance with BS EN 10088 or carbon steel coated with at least mm of stainless steel or for bed joint reinforcement material/coating reference R1 or R3 R1, R3 or R23 Carbon steel galvanized in accordance with BS EN ISO 1461 Minimum mass of zinc coating 940 g/m2 MX4 & MX5 Austenitic stainless steel C) in accordance with Austenitic stainless steel C) in accordance with BS EN 10088 or carbon steel coated with at BS EN 10088 or carbon steel coated with at least mm of stainless steel or for bed joint least mm of stainless steel D) reinforcement material/coating reference R1 or or R23 D) R3 R1,D)R3 A) B) C) D) See BS EN 1996-2 In internal masonry other than the inner leaves of external cavity walls, carbon steel reinforcement or bed joint reinforcement with any material/coating reference may be used Austenitic stainless steel grades should be selected according to the exposure and environmental aggression applicable Not all grades will necessarily be suitable for the most aggressive environments, particularly those environments where regular salts application is used as in highways de-icing situations See BS EN 845-3 10 ã â BSI 2007 â The British Standards Institution 2013ã11 NA to BS EN 1996-1-1:2005+A1:2012 NA.2.12 NA to BS EN 1996-1-1:2005 Reinforcing steel [see BS EN 1996-1-1, 4.3.3(4)] The values for minimum concrete cover, cnom for carbon steel reinforcement are given in Table NA.9, which should be used in conjunction with Table NA.10 Table NA.9 Exposure situations Minimum concrete cover for carbon steel reinforcement Concrete grade in BS EN 206-1 and BS 8500 C25/30 C28/35 C32/40 C35/45 C40/50 325 350 400 0.55 0.50 0.45 Minimum cement content (kg/m3) A) 275 300 Maximum free water/cement ratio 0.65 0.6 Thickness of concrete cover (mm) MX1 B) 20 20 20 C) 20 C) 20 C) MX2 – 35 30 25 20 MX3 – – 40 30 MX4 and MX5 – – – 60 A) B) C) D) 25 D) 50 With the exception of a 1: to ¼:3:2 cement : lime : sand : 10 mm nominal maximum size aggregate mix, all mixes are based on the use of normal-weight aggregate of 20 mm nominal maximum size Where other smaller sized aggregates are used, cement contents should be adjusted in accordance with Table NA.10 Alternatively, 1:0 to ¼:3:2 cement:lime:sand:10 mm nominal aggregate mix may be used to meet exposure situation MX1, when the cover to reinforcement is 15 mm minimum These covers may be reduced to 15 mm minimum provided that the nominal maximum size of aggregate does not exceed 10 mm Where the concrete infill may be subjected to freezing whilst wet, air entrainment should be used Table NA.10 Adjustments to minimum cement contents for aggregates other than 20 mm nominal maximum size Nominal maximum aggregate size NA.2.13 mm Adjustments to minimum cement contents in Table NA.9 kg/m3 10 +40 14 +20 20 Effective thickness of masonry walls [see BS EN 1996-1-1, 5.5.1.3(3)] The value for ktef should be taken as NA.2.14 Slenderness ratio λc below which creep may be ignored [see BS EN 1996-1-1, 6.1.2.2(2)] The value for λc should be taken as 27 12ãâ The British Standards Institution 2013 â BSI 2007 • 11 NA to BS EN 1996-1-1:2005+A1:2012 NA.2.15 NA to BS EN 1996-1-1:2005 NA.2.15 NA.2.16 Design value of the limiting shear resistance [see BS EN 1996-1-1, 6.2.2] Equation (6.14) should not be used in the UK. Minimum thickness of wall [see BS EN 1996-1-1, 8.1.2(2)] Licensed Copy: Mr Thomas Digby-Rogers, British Standards Institution, 23/11/2011 09:16, Uncontrolled Copy, (c) BSI The value for the minimum thickness, tmin, of a loadbearing wall should be taken as: NA.2.17 NA.2.16 • 90 mm for a single leaf wall; and • 75 mm for the leaves of a cavity wall Cavity walls [see BS EN 1996-1-1, 8.5.2.2(2)] The value for ntmin should be taken as 2,5 NA.2.18 NA.2.17 Double-leaf walls [see BS EN 1996-1-1, 8.5.2.3(2)] The value for j, for double leaf walls, should be taken as 2,5 NA.2.19 NA.2.18 Vertical chases and recesses [see BS EN 1996-1-1, 8.6.2(1)] The values for the maximum depth of vertical chases and recesses allowed without calculation, tch,v, are given in Table NA.11 Table NA.11 Value of tch,v, the maximum depth of a vertical chase or recess allowed without calculation Thickness of single Chases and recesses formed after leaf wall or loaded construction of masonry leaf of a cavity wall tch,v Maximum width Chases and recesses formed during construction of masonry tch,v should never be Maximum width so great as to result in the remaining wall thickness being less than: mm mm mm 30 75 60 300 90–115 30 100 70 300 116–175 30 125 90 300 mm mm 75–89 176–225 30 150 140 300 226–300 30 175 175 300 > 300 30 200 215 300 NOTE The maximum depth of the recess or chase should include the depth of any hole reached when forming the recess or chase NOTE Vertical chases which not extend more than one third of the storey height above floor level may have a depth up to 80 mm and a width up to 120 mm, if the thickness of the wall is 225 mm or more NOTE The horizontal distance between adjacent chases or between a chase and a recess or an opening should not be less than 225 mm NOTE The horizontal distance between any two adjacent recesses, whether they occur on the same side or on opposite sides of the wall, or between a recess and an opening, should not be less than twice the width of the wider of the two recesses â The British Standards Institution 2013ã13 NOTE The cumulative width of vertical chases and recesses should not exceed 0,13 times the length of the wall Licensed Copy: Mr Thomas Digby-Rogers, British Standards Institution, 23/11/2011 NA.2.18 Vertical chases and recesses [see BS EN 1996-1-1, 8.6.2(1)] NA to BS EN 1996-1-1:2005+A1:2012 The values for the maximum depth of vertical chases and recesses allowed without calculation, tch,v, are given in Table NA.11 Table NA.11 Value of tch,v, the maximum depth of a vertical chase or recess allowed without calculation Thickness of single Chases and recesses formed after leaf wall or loaded construction of masonry leaf of a cavity wall tch,v Maximum width mm mm mm Chases and recesses formed during construction of masonry tch,v should never be Maximum width so great as to result in the remaining wall thickness being less than: mm mm 75–89 30 75 60 300 90–115 30 100 70 300 116–175 30 125 90 300 176–225 30 150 140 300 226–300 30 175 175 300 > 300 30 200 215 300 NOTE The maximum depth of the recess or chase should include the depth of any hole reached when forming the recess or chase NOTE Vertical chases which not extend more than one third of the storey height above floor level may have a depth up to 80 mm and a width up to 120 mm, if the thickness of the wall is 225 mm or more NOTE The horizontal distance between adjacent chases or between a chase and a recess or an opening should not be less than 225 mm NOTE The horizontal distance between any two adjacent recesses, whether they occur on the same side or on opposite sides of the wall, or between a recess and an opening, should not be less than twice the width of the wider of the two recesses NOTE The cumulative width of vertical chases and recesses should not exceed 0,13 times the length of the wall 12 ã â BSI 2007 14ãâ The British Standards Institution 2013 Licensed Copy: Mr Thomas Digby-Rogers, British Standards Institution, 23/11/2011 09:16, Uncontrolled Copy, (c) BSI NA to BS ENNA 1996-1-1:2005+A1:2012 to BS EN 1996-1-1:2005 NA.2.20 NA.2.19 Horizontal or inclined chases [see BS EN 1996-1-1, 8.6.3(1)] The values for the maximum depth of a horizontal or inclined chase allowed without calculation, tch,h, are given in Table NA.12 Table NA.12 Value of tch,h, the maximum depth of a horizontal or inclined chase allowed without calculation Thickness of single leaf wall or loaded leaf of a cavity wall tch,h Unlimited length Length k 250 mm mm mm mm 75–84 0 85–115 0 116–175 15 176–225 10 20 226–300 15 25 Over 300 20 30 NOTE The maximum depth of the chase should include the depth of any hole reached when forming the chase NOTE The horizontal distance between the end of a chase and an opening should not be less than 500 mm NOTE The horizontal distance between adjacent chases of limited length, whether they occur on the same side or on opposite sides of the wall, should be not less than twice the length of the longest chase NOTE In walls of thickness greater than 175 mm, the permitted depth of the chase may be increased by 10 mm if the chase is machine cut accurately to the required depth If machine cuts are used, chases up to 10 mm deep may be cut in both sides of walls of thickness not less than 225 mm NOTE The width of chase should not exceed half the residual thickness of the wall NA.3 Decisions on the status of the informative annexes BS 1996-1-1 informative Annexes A, B,A,C,B,D,C,E,D, F,E, G,F,H,G,I and mayJ EN BS EN 1996-1-1 informative Annexes H, IJand be mayused be used NOTE Annex C allows the calculation of eccentricities by use of a frame analysis; results of using this method can be conservative, and, at the designer's discretion, it may be assumed that the load transmitted to a wall by a single floor or roof acts at one third of the depth of the bearing area from the loaded face of the wall or loadbearing leaf Where a uniform floor is continuous a wall, each[a side of the floor may be taken as being supported PD XXXX:over 200Y, TITLE, standard comprising complementary and individually on half the total bearing area Where joist hangers are used, the non-contradictory material taken from BS 5628-1, BS 5628-2 and load should be assumed to be applied at the face of the wall NA.4 References to non-contradictory complementary information BS 5628-3]1) The resultant eccentricity of the load at any level may be calculated on the Morton, J that Designers’ guide to ENon1996-1-1 Eurocode 6: Design assumption the total vertical load a wall is axial immediately aboveof a masonry structures-Common rules for reinforced and lateral support unreinforced masonry structures1) London: Thomas Telford Ltd Manual for the design of plain masonry building structures to Eurocode 61) London: Institution of Structural Engineers EUROCODE HANDBOOK1) London: Department of Communities and Local Government Eurocode for Masonry, BS EN 1996: Guidance and Worked Examples1) Surrey: British Masonry Society 1) In preparation â BSI2013 2007ã15 ã 13 © The British Standards Institution informative annexes BS EN 1996-1-1 informative Annexes A, B, C, D, E, F, G, H, I and J may NA to BS EN 1996-1-1:2005+A1:2012 be used NA.4 References to non-contradictory complementary information PD XXXX: 200Y, TITLE, [a standard comprising complementary and PD 6697, Recommendations for the design of masonry non-contradictory material taken from structures to BS EN 1996-1-1 and BS BS EN5628-1, 1996-2 BS 5628-2 and BS 5628-3]1) Morton, J Designers’ guide to EN 1996-1-1 Eurocode 6: Design of Morton, Designers’ guide to EN 1996-1-1 Eurocode Design of masonryJ.structures – Common rules for reinforced and6: unreinforced masonry structures-Common rules for reinforced and masonry structures London, Thomas Telford Ltd, 2011 unreinforced masonry structures1) London: Thomas Telford Ltd Institution of Structural Engineers Manual for the design of plain Manual design of plain masonry building structures masonryfor in the building structures to Eurocode London, 2008 to 1) Eurocode London: Institution of Structural Engineers International Masonry Society Eurocode for masonry EN 1996-1-1 EUROCODE HANDBOOK1) London: Department of Communities and EN 1996-2 – Guidance and worked examples Penkhull, 2009 and Local Government Roberts, J.J O Brooker to design masonry structures Eurocode forand Masonry, BS ENHow 1996: Guidance and Worked using Eurocode Introduction to Eurocode Camberley, The Examples1) Surrey: British Masonry Society Concrete Centre, 2007 In preparation Roberts, J.J and O Brooker How to design masonry structures using Eurocode Vertical resistance Camberley, The Concrete Centre, 2007 â BSI 2007 ã 13 1) Roberts, J.J and O Brooker How to design masonry structures using Eurocode Lateral resistance Camberley, The Concrete Centre, 2007 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 (England & Wales) 16ãâ The British Standards Institution 2013 BS 3892-1, Pulverized-fuel ash – Part 1: Specification for BS BS BS 3892-1, 3892-1, 3892-1, Pulverized-fuel Pulverized-fuel Pulverized-fuel ashash ––Portland Part Part – Part 1: 1: Specification Specification 1:cement Specification for forfor pulverized-fuel ash for use ash with pulverized-fuel pulverized-fuel pulverized-fuel ash ashash for forfor use useuse with with with Portland Portland Portland cement cement cement BS 4027, Specification for sulfate-resisting Portland cement NA to BS EN 1996-1-1:2005+A1:2012 BS BS 4027, 4027, 4027, Specification Specification Specification for forfor sulfate-resisting sulfate-resisting Portland Portland Portland cement cement cement BS 3892-1, Pulverized-fuel ashsulfate-resisting – Part 1: Specification for BS 6699, Specification for ground granulated blastfurnace slag for pulverized-fuel ash for use with Portland cement BS BS6699, BS 6699, 6699, Specification Specification Specification for forfor ground ground ground granulated granulated granulated blastfurnace blastfurnace blastfurnace slag slag slag for forfor use with Portland cement Bibliography Licensed Copy: Licensed Mr Thomas Licensed Copy: Licensed Digby-Rogers, Mr Copy: Thomas Copy: Mr Thomas Digby-Rogers, British Thomas Digby-Rogers, Standards Digby-Rogers, British Institution, Standards British British Standards 23/11/2011 Standards Institution, Institution, 09:16, Institution, 23/11/2011 Uncontrolled 23/11/2011 23/11/2011 09:16,Copy, Uncontrolled 09:16, 09:16, (c) Uncontrolled BSI Uncontrolled Copy, (c) Copy, BSI Copy, (c) BSI Licensed Copy: Mr Mr Thomas Digby-Rogers, British Standards Institution, 23/11/2011 09:16, Uncontrolled Copy, (c) (c) BSIBSI NA to BS EN 1996-1-1:2005 Bibliography Licensed Copy: Mr Thomas Digby-Rogers, British Standards Institution, 23/11/2011 09:16, Uncontrolled Copy, (c) BSI use useuse with with with Portland Portland Portland cement cement cement BS Portland cement BS 4027, 7979, Specification Specification for for sulfate-resisting limestone fines for use with Portland BS6699, BS 7979, 7979, 7979, Specification Specification for forground for limestone limestone limestone fines fines fines for forfor use useuse with with with Portland Portland Portland BS Specification for granulated blastfurnace slag for cement cement cement cement References deleted ash – Part 1: Specification for BS 3892-1, Pulverized-fuel use with Portland cement BS 8500 (all parts), Concrete – Complementary British Standard to pulverized-fuel ashConcrete forConcrete use with cement BS BS 8500 8500 8500 (all (all (all parts), parts), parts), Concrete –– Complementary Complementary –Portland Complementary British British British Standard Standard Standard to to to BS 7979, Specification for limestone fines for use with Portland EN 206-1 BSBS EN ENEN 206-1 206-1 206-1 BS 4027, Specification for sulfate-resisting Portland cement cement BS EN 197-1:2000, Cement – Part 1: Composition, specifications BS6699, BS EN EN EN 197-1:2000, 197-1:2000, 197-1:2000, Cement Cement ––common – Part 1: 1: Composition, specifications specifications Cement Part 1: Composition, Composition, specifications BS Specification forfor ground granulated blastfurnace slag for 8500 (all parts), Concrete –Part Complementary British Standard to and conformity criteria cements and and conformity conformity criteria criteria for common common cements cements and conformity criteria forfor common cements use with Portland cement BS EN 206-1 BS EN 206-1, Concrete – Part 1: Specification, performance, 206-1, Concrete –limestone 1:1:Specification, performance, BS BS ENEN 206-1, 206-1, Concrete Concrete –for – Part Part 1: 1: Specification, Specification, performance, performance, 7979, Specification fines for use with Portland BS EN 197-1:2000, Cement –Part Part Composition, specifications production and conformity production and conformity production production and and conformity conformity cement and conformity criteria for common cements BS EN 413-1, Masonry cement – Part 1: Composition, specifications BS EN 413-1, Masonry cement – Part 1: Composition, specifications BSEN EN 413-1, 413-1, Masonry Masonry cement cement –Complementary –Part Part 1: 1:Composition, Composition, specifications specifications 8500 (all parts), Concrete – 1: British Standard to BS 206-1, Concrete – Part Specification, performance, and conformity criteria and conformity criteria and and conformity conformity criteria criteria BS EN 206-1 production and conformity BS EN 450-1, Fly ash for concrete – Part 1: Definition, specifications BS EN 450-1, Fly ash for concrete –Composition, 1: Definition, specifications BSEN EN 450-1, 450-1, Fly Fly ash ash for for concrete concrete ––1: Part Part 1: 1:Definition, Definition, specifications Reference deleted 197-1:2000, Cement – Part specifications BS 413-1, Masonry cement – Part 1:Part Composition, specifications and conformity criteria and conformity criteria and conformity criteria criteria conformity for common cements and BS EN 459-1, Building lime – Part 1: Definitions, specifications and BS 459-1, Building lime – Part 1: 1: Definitions, specifications and BSEN ENEN 459-1, 459-1, Building Building lime ––Part Part 1: Definitions, Definitions, specifications specifications and and BS 206-1, Concrete –concrete Part 1: Specification, performance, 450-1, Fly ash forlime –1: Part Definition, specifications conformity criteria conformity criteria conformity conformity criteria criteria production and conformity and conformity criteria BS EN 772-1, Methods of test for masonry units – Part 1: BS 772-1, of–test for units – Part BSEN ENEN 772-1, 772-1, Methods Methods of of test test for for masonry masonry units units ––specifications Part Part 1: 1: 1: and 413-1, Masonry cement –strength Part 1: Composition, specifications BS 459-1, Building lime Part 1:masonry Definitions, Determination ofMethods compressive Determination of compressive strength and conformity criteria Determination Determination of of compressive compressive strength strength conformity criteria BS 772-7, Methods offor test for masonry units – Part 7: BS EN EN 845-2, Specification ancillary components for masonry – BS 845-2, for components masonry 450-1, Fly ash forofconcrete –ancillary Part 1:components Definition, specifications BSEN EN 845-2, 845-2, Specification Specification for for ancillary ancillary components for for masonry masonry –– – BS 772-1, Methods test for masonry units – Part 1:for Determination ofSpecification water absorption of clay masonry damp proof Part 2:EN Lintels Part 2: Lintels Part Part 2: 2:units Lintels Lintels and conformity criteria Determination of compressive strength course by boiling in water BS EN 845-3, Specification for ancillary components for masonry – BS 845-3, Specification for components masonry BSEN EN 845-3, 845-3, Specification Specification ancillary ancillary components forfor masonry BS 459-1, Building lime for –for Part 1:steel Definitions, specifications and 845-2, components for masonry –– – Part 3:EN Bed joint reinforcement ofancillary meshwork Part 3: Bed joint reinforcement of steel meshwork Part 3: 3: Bed Bed joint joint reinforcement reinforcement of of steel steel meshwork meshwork conformity criteria Part 2: Lintels BS EN 934-3, Admixtures for concrete, mortar and grout – 934-3, Admixtures for concrete, mortar and grout BS BS ENEN 934-3, 934-3, Admixtures Admixtures for for concrete, concrete, mortar and and grout grout –– – BS EN 772-1, Methods of test masonry units – Part 845-3, Specification forfor ancillary components for1: masonry – Admixtures for masonry mortar – Partmortar 3: Definitions, Admixtures for masonry mortar –and Part 3: Definitions, Admixtures Admixtures for forconformity, masonry masonry mortar mortar Part Part 3: 3: Definitions, Definitions, Determination of compressive strength Part 3: Bed joint reinforcement of––steel meshwork requirements, marking labelling requirements, conformity, marking and labellingfor masonry – requirements, requirements, conformity, conformity, marking marking and and labelling labelling BS EN 845-2, for ancillary components 934-3, Admixtures mortar and grout 998-2, Specification Specificationfor forconcrete, mortar for masonry – Part–2: BS EN 998-2, Specification for mortar for masonry – Part BS BS EN EN 998-2, 998-2, Specification Specification for for mortar mortar for for masonry masonry –– Part Part 2: 2: 2: Part 2: Lintels Admixtures for masonry mortar – Part 3: Definitions, Masonry mortar Masonry mortar Masonry Masonry mortar mortar requirements, conformity, marking andcomponents labelling BS 845-3, Specification for ancillary masonry – EN 1015-2, Methods of test for mortar for masonryfor – Part 2: Bulk BS 1015-2, Methods offor test for mortar for masonry – Part 2: Bulk BSEN EN 1015-2, 1015-2, Methods Methods of oftest test for for mortar mortar for for masonry masonry –Part Part 2:Bulk Bulk Part 3:EN Bed reinforcement of steel BS 998-2, Specification mortar for masonry – –Part 2:2: sampling of joint mortars and preparation ofmeshwork test mortars sampling of mortars and preparation of test mortars sampling sampling of of mortars mortars and and preparation preparation of of test test mortars mortars Masonry mortar BS EN 934-3, Admixtures concrete, mortar and grout – 1015-11, Methods offor test for mortar for masonry – Part 11: BS 1015-11, Methods offor test mortar for masonry –2:Part BSEN ENEN 1015-11, 1015-11, Methods Methods of test test for for mortar mortar for for masonry masonry –– Part Part 11: 11:11: Admixtures forMethods masonry mortar –for Part 3: BS 1015-2, ofof test mortar forDefinitions, masonry –ofPart Bulk Determination of flexural and compressive strength hardened Determination of flexural and compressive strength of hardened Determination Determination of of flexural flexural and and compressive compressive strength of of hardened hardened requirements, conformity, marking and sampling of mortars and preparation of labelling teststrength mortars mortar mortar mortar mortar BS 998-2, Specification for mortar for masonry – Part 1015-11, Methods 6of–test for mortar for masonry – Part 11:2: EN 1996-2, Eurocode Design of masonry structures –2:Part 1996-2, – Design of masonry structures – Part BS BS BS EN ENEN 1996-2, 1996-2, Eurocode Eurocode 66 –and –6Design Design of masonry masonry structures structures –– Part Part 2: 2: 2: Masonry mortar Determination of Eurocode flexural compressive strength of hardened Design considerations, selection of of materials and execution of Design considerations, selection of materials and execution of Design Design considerations, considerations, selection selection of of materials materials and and execution execution of of mortar masonry BS EN 1015-2, Methods of test for mortar for masonry – Part 2: Bulk masonry masonry masonry sampling of mortars and of test mortars BS EN 1996-2, Eurocode 6preparation – Design of masonry structures – Part 2: 10088 (all parts), Stainless steels BS EN 10088 (all parts), Stainless steels BS BS EN EN 10088 10088 (all (all parts), parts), Stainless Stainless steels steels Design considerations, selection of materials and execution BS EN 12878, 1015-11, Methodsfor of test for mortaroffor masonry – Partof11: Pigments the colouring building materials masonry 12878, for colouring of and building materials BS BS BS EN ENEN 12878, 12878, Pigments Pigments for for the the–the colouring colouring of of building building materials materials Determination ofPigments flexural and compressive strength of hardened based on cement and/or lime Specifications methods of test 14 ã â BSI 2007 14 14 14 ãã â •© BSI BSI © BSI 2007 2007 2007 14 • © BSI 2007 14 • © BSI 2007 based on cement and/or lime –steels Specifications and methods of test based based on on cement cement and/or and/or lime lime –– Specifications Specifications and and methods methods of of test test mortar BS parts), Stainless BS EN EN 10088 13139,(all Aggregates for mortar 13139, Aggregates for mortar BS BS ENEN 13139, 13139, Aggregates Aggregates for mortar mortar BS EN 1996-2, Eurocode 6for –the Design of masonry structures – Part 2: Pigments colouring of building materials BS EN 12878, ISO 1461, Hot dipfor galvanized coatings on fabricated iron Design considerations, selection of materials and execution of test based on cement and/or lime – Specifications and methods of EN ISO 1461, Hot galvanized coatings on fabricated iron BS BS BS EN EN ISO ISO 1461, 1461, Hot Hot dip dipdip galvanized galvanized coatings coatings on on fabricated fabricated iron iron and steel articles – Specifications and test methods masonry and steel articles – Specifications and methods and and steel steel articles articles –– Specifications Specifications and and test testtest methods methods BS EN 13139, Aggregates for mortar BS EN 10088 (all parts), Stainless steels BS EN ISO 1461, Hot dip galvanized coatings on fabricated iron BS 12878, Pigments for the colouring building materials andEN steel articles – Specifications and testofmethods based on cement and/or lime – Specifications and methods of test BS EN 13139, Aggregates for mortar BS EN ISO 1461, Hot dip galvanized coatings on fabricated iron and steel articles – Specifications and test methods â The British Standards Institution 2013ã17 BS EN EN 1996-1-1:2005 1996-1-1:2005+A1:2012 NA to BS 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 Licensed Copy: Mr Thomas Digby-Rogers, British Standards Institution, 23/11/2011 09:16, Uncontrolled Copy, (c) BSI 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 ambiguity while using this British Standard would inform the Secretary of the technical committee responsible, the identity of which can be found on the inside front cover Tel: +44 (0)20 8996 9000 Fax: +44 (0)20 8996 7400 BSI offers members an individual updating service called PLUS which ensures that subscribers automatically receive the latest editions of standards Buying standards Orders for all BSI, international and foreign standards publications should be addressed to Customer Services Tel: +44 (0)20 8996 9001 Fax: +44 (0)20 8996 7001 Email: orders@bsi-global.com Standards are also available from the BSI website at http://www.bsi-global.com In response to orders for international standards, it is BSI policy to supply the BSI implementation of those that have been published as British Standards, unless otherwise requested Information on standards BSI provides a wide range of information on national, European and international standards through its Library and its Technical Help to Exporters Service Various BSI electronic information services are also available which give details on all its products and services Contact the Information Centre Tel: +44 (0)20 8996 7111 Fax: +44 (0)20 8996 7048 Email: info@bsi-global.com Subscribing members of BSI are kept up to date with standards developments and receive substantial discounts on the purchase price of standards For details of these and other benefits contact Membership Administration Tel: +44 (0)20 8996 7002 Fax: +44 (0)20 8996 7001 Email: membership@bsi-global.com Information regarding online access to British Standards via British Standards Online can be found at http://www.bsi-global.com/bsonline Further information about BSI is available on the BSI website at http://www.bsi-global.com Copyright Copyright subsists in all BSI publications BSI also holds the copyright, in the UK, of the publications of the international standardization bodies Except as permitted under the Copyright, Designs and Patents Act 1988 no extract may be reproduced, stored in a retrieval system or transmitted in any form or by any means – electronic, photocopying, recording or otherwise – without prior written permission from BSI This does not preclude the free use, in the course of implementing the standard, of necessary details such as symbols, and size, type or grade designations If these details are to be used for any other purpose than implementation then the prior written permission of BSI must be obtained 389 Chiswick High Road London W4 4AL Details and advice can be obtained from the Copyright & Licensing Manager Tel: +44 (0)20 8996 7070 Fax: +44 (0)20 8996 7553 Email: copyright@bsi-global.com