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NATIONAL ANNEX NA to BS EN 1992-1-12004 UK National Annex to Eurocode 2 Design of concrete structures Part 1-1 General rules and rules for buildings ICS 91.010.30; 91.080.40 NA to BS EN 1992-1-12004 This National Annex was published under the authority of the Standards Policy and Strategy Committee on 8 December 2005 BSI 8 December 2005 First edition December 2005 The following BSI references relate to the work on this National Annex Committee reference B/525/2 Draft for comment 05/30134002 ISBN 0 580 47244 2 Committees responsible for this National Annex The preparation of this National Annex was entrusted by Committee B/525, Building and civil engineering structures, to B/525/2, Structural use of concrete, upon which the following bodies were represented Association of Consulting Engineers British Cement Association British Precast Concrete Federation Ltd. Building Research Establishment Concrete Society Department of Transport Highways Agency Institution of Civil Engineers Institution of Structural Engineers Office of the Deputy Prime Minister Scottish Building Standards Agency UK Steel Co-opted members Summary of pages This document comprises a front cover, an inside front cover, page i, a blank page, pages 1 to 20, an inside back cover and a back cover. The BSI copyright notice displayed in this document indicates when the document was last issued. Amendments issued since publication Amd. No.DateComments 标准分享网 w w w .b z f x w .c o m 免费下载 w w w . b z f x w . c o m NA to BS EN 1992-1-12004 BSI 8 December 2005 i Contents Page Committees responsibleInside front cover Introduction1 NA.1 Scope 1 NA.2 Nationally Determined Parameters 1 NA.3 Decisions on the status of inative anns 19 NA.4 References to non-contradictory complementary ination 19 Bibliography 20 Table NA.1 UK decisions for Nationally Determined Parameters described in BS EN 1992-1-12004 2 Table NA.2 Recommendations for normal-weight concrete quality for exposure classes XC, XD and XS and cover to reinforcement for a 50 year intended working life and 20 mm maximum aggregate size 15 Table NA.3 Recommendations for normal-weight concrete quality for exposure class XC and cover to reinforcement for a 100 year intended working life and 20 mm maximum aggregate size 17 Table NA.4 Recommended values of wmax 18 Table NA.5 Basic ratios of span/effective depth for reinforced concrete members without axial compression 18 Table NA.6a Minimum mandrel diameter to avoid damage to reinforcement for bars and wire 19 Table NA.6b Minimum mandrel diameter to avoid damage to reinforcement for welded reinforcement and fabrics bent after welding 19 w w w . b z f x w . c o m blank 标准分享网 w w w .b z f x w .c o m 免费下载 w w w . b z f x w . c o m NA to BS EN 1992-1-12004 BSI 8 December 2005 1 National Annex inative to BS EN 1992-1-12004, Eurocode 2 Design of concrete structures Part 1-1 General rules and rules for buildings Introduction This National Annex has been prepared by BSI Subcommittee B/525/2, Structural use of concrete. In the UK it is to be used in conjunction with BS EN 1992-1-12004. NA.1 Scope NA.1.1 This National Annex gives a the UK decisions for the Nationally Determined Parameters described in the following subclauses of BS EN 19921-1-12004 2.3.3 3 2.4.2.1 1 2.4.2.2 1 2.4.2.2 2 2.4.2.2 3 2.4.2.3 1 2.4.2.4 1 2.4.2.4 2 2.4.2.5 2 3.1.2 2P 3.1.2 4 3.1.6 1P 3.1.6 2P 3.2.2 3P 3.2.7 2 3.3.4 5 3.3.6 7 4.4.1.2 3 4.4.1.2 5 4.4.1.2 6 4.4.1.2 7 4.4.1.2 8 4.4.1.2 13 4.4.1.3 1P 4.4.1.3 3 4.4.1.3 4 5.1.3 1P 5.2 5 5.5 4 5.6.3 4 5.8.3.1 1 5.8.3.3 1 5.8.3.3 2 5.8.5 1 5.8.6 3 5.10.1 6 5.10.2.1 1P 5.10.2.1 2 5.10.2.2 4 5.10.2.2 5 5.10.3 2 5.10.8 2 5.10.8 3 5.10.9 1P 6.2.2 1 6.2.2 6 6.2.3 2 6.2.3 3 6.2.4 4 6.2.4 6 6.4.3 6 6.4.4 1 6.4.5 3 6.4.5 4 6.5.2 2 6.5.4 4 6.5.4 6 6.8.4 1 6.8.4 5 6.8.6 1 6.8.6 3 6.8.7 1 7.2 2 7.2 3 7.2 5 7.3.1 5 7.3.2 4 7.3.4 3 7.4.2 2 8.2 2 8.3 2 8.6 2 8.8 1 9.2.1.1 1 9.2.1.1 3 9.2.1.3 1 9.2.1.4 1 9.2.2 4 9.2.2 5 9.2.2 2 9.2.2 7 9.2.2 8 9.3.1.1 3 9.5.2 21 9.5.2 2 9.5.2 3 9.5.3 3 9.6.2 1 9.6.3 1 9.7 1 9.8.1 3 9.8.2.1 1 9.8.3 1 9.8.3 2 9.8.4 1 9.8.5 3 9.10.2.2 2 9.10.2.3 3 9.10.2.3 4 9.10.2.4 2 11.3.5 1P 11.3.5 2P 11.3.7 1 11.6.1 1 11.6.1 2 11.6.2 1 11.6.4.1 1 12.3.1 1 12.6.3 2 A.2.1 1 A.2.1 2 A.2.2 1 A.2.2 2 A.2.3 1 C.1 1 C.1 3 E.1 2 J.1 3 J.2.2 2 J.3 2 J.3 3 b the UK decisions on the status of BS EN 1992–1–22004 inative anns; and c references to non-contradictory complementary ination. NA.2 Nationally Determined Parameters UK decisions for the Nationally Determined Parameters described in BS EN 1992-1-12004 are given in Table NA.1. w w w . b z f x w . c o m NA to BS EN 1992-1-12004 2 BSI 8 December 2005 Table NA.1 UK decisions for Nationally Determined Parameters described in BS EN 1992-1-12004 SubclauseNationally Determined ParameterEurocode recommendationUK decision 2.3.3 3Value of djoint30 mUse the recommended value 2.4.2.1 1Partial factor for shrinkage action SH 1,0Use the recommended value 2.4.2.2 1Partial factor for prestress P,fav 1,00,9 2.4.2.2 2Partial factor for prestress P,unfav 1,31,1 2.4.2.2 3Partial factor for prestress P,unfav for local effects 1,2Use the recommended value 2.4.2.3 1Partial factor for fatigue loads F,fat 1,0Use the recommended value 2.4.2.4 1Partial factors for materials for ultimate limit states C and S Table 2.1NUse the recommended values 2.4.2.4 2Partial factors for materials for serviceability limit states C and S 1,0Use the recommended value 2.4.2.5 2Value of kf1,1Use the recommended value 3.1.2 2PValue of CmaxC90/105Use the recommended value. However, the shear strength of concrete classes higher than C50/60 should be determined by tests, unless there is evidence of satisfactory past perance of the particular mix including the type of aggregates used. Alternatively, shear strength of concrete strength classes higher than C50/60 may be limited to that of C50/60. 3.1.2 4Value of kt0,851,0 3.1.6 1PValue of cc1,00,85 for compression in flexure and axial loading and 1,0 for other phenomena. However, cc may be taken conservatively as 0,85 for all phenomena. 3.1.6 2PValue of ct1,0Use the recommended value 3.2.2 3PUpper limit of fyk600 MPaUse the recommended value 3.2.7 2Design assumptions for reinforcement value of ud 0,9ukUse the recommended value 3.3.4 5Value of k1,1Use the recommended value 标准分享网 w w w .b z f x w .c o m 免费下载 w w w . b z f x w . c o m NA to BS EN 1992-1-12004 BSI 8 December 2005 3 3.3.6 7 Design assumptions for prestressing tendons value of ud 0,9uk or if more accurate values are not known ud 0,02 fp0,1k/fpk 0,9 Use the recommended values 4.4.1.2 3Value of cmin,bPost-tensioned bonded tendons in rectangular ducts greater of the smaller dimension or half the greater dimension. Post-tensioned bonded tendons circular ducts diameter. Pre-tensioned tendons 1,5 diameter of strand or plain wire, 2,5 diameter of indented wire. Use the recommended values 4.4.1.2 5Structural classification and values of minimum cover due to environmental conditions cmin,dur Table 4.3N for structural classification Tables 4.4N and 4.5N for values of cmin,dur Use BS 8500-12002, Tables A.6, A.7, A.10, A.11, A.12, A.13 and A.14 for recommendations for concrete quality for a particular exposure class and cover reinforcement c. Table NA.2 and Table NA.3 may also be used because they present the same ination given in BS 8500-1 but in a more compact . 4.4.1.2 6Value of cdur,0 mmUse the recommended value 4.4.1.2 7Value of cdur,st0 mm0 mm unless justified by reference to specialist literature such as the Concrete Society’s guidance on the use of stainless steel reinforcement [1]. 4.4.1.2 8Value of cdur,add0 mm0 mm unless justified by reference to specialist literature 4.4.1.2 13Value of k1, k2, k3k1 5 mm k2 10 mm k3 15 mm Use the recommended value 4.4.1.3 1PValue of cdev10 mmUse the recommended value 4.4.1.3 3Value of cdev under controlled conditions Expressions 4.3N and 4.4NUse the recommended values SubclauseNationally Determined ParameterEurocode recommendationUK decision Table NA.1 UK decisions for Nationally Determined Parameters described in BS EN 1992-1-12004 continued w w w . b z f x w . c o m NA to BS EN 1992-1-12004 4 BSI 8 December 2005 4.4.1.3 4Values of k1 and k2k1 40 mm k2 75 mm k1 40 mm k2 65 mm 5.1.3 1P Simplified load arrangementsThe following load arrangements should be considered a alternate spans carrying the design variable and permanent load QQk GGk Pm, other spans carrying only the design permanent load GGk Pm; b any two adjacent spans carrying the design variable and permanent loads QQk GGk Pm; all other spans carrying only the design permanent load, GGk Pm. Use any of the following three options. a Consider the two load arrangements recommended in the Eurocode for alternate and adjacent spans. b Consider the two following arrangements for all spans and alternate spans 1 all spans carrying the design variable and permanent load QQk GGk Pm; 2 alternate spans carrying the design variable and permanent load QQk GGk Pm, other spans carrying only the design permanent load GGk Pm; the same value of G should be used throughout the structure; c For slabs, use the all spans loaded arrangement described in b1 if 1 in a one-way spanning slab the area of each bay exceeds 30 m2; 2 the ratio of the variable load Qk to the permanent load Gk does not exceed 1,25; and 3 the variable load Qk does not exceed 5 kN/m2 excluding partitions. When analysis is carried out using the load arrangement described in b1, the resulting support moments except those at the supports of cantilevers should be reduced by 20 , with a consequential increase in the span moments. In this context a bay means a strip across the full width of a structure bounded on the other two sides by lines of support. The load arrangements in a, b and c are drafted using BS EN 19902002, Expression 6.10. Although not shown here, they can also be drafted using BS EN 19902002, Expressions 6.10a and 6.10b. 5.2 5Value of 01/200Use the recommended value SubclauseNationally Determined ParameterEurocode recommendationUK decision Table NA.1 UK decisions for Nationally Determined Parameters described in BS EN 1992-1-12004 continued --,,,,,,,,,,,,,,,--,,,,,,,--- 标准分享网 w w w .b z f x w .c o m 免费下载 w w w . b z f x w . c o m NA to BS EN 1992-1-12004 BSI 8 December 2005 5 5.5 4Moment redistribution ula values of k1, k2, k3, k4, k5 and k6 k1 0,44 k2 1,250,6 0,001 4/cu2 k3 0,54 k4 1,250,6 0,001 4/cu2 k5 0,7 k6 0,8 For steels with fyk k 500 MPa k1 k3 0,4 k2 k4 0,6 0,001 4/cu2 k5 0,7 k6 0,8 For steels with fyk 500 MPa, more restrictive values than those given for steels with fyk k 500 MPa may be need to be used. PD 6687 gives further guidance on the redistribution of bending moments. 5.6.3 4Values of pl,dFigure 5.6NUse the recommended values 5.8.3.1 1Value of limlim 20ABC/nUse the recommended value 5.8.3.3 1Value of k10,31Use the recommended value 5.8.3.3 2Value of k20,62Use the recommended value 5.8.5 1s of second order analysis Choice of the following two simplified s. a based on nominal stiffness. b based on nominal curvature. Use either 5.8.6 3Value of cE1,2Use the recommended value 5.10.1 6s to avoid brittle failure of prestressed members s A to EAny of the s A to E may be used. 5.10.2.1 1P Maximum stressing force values of k1 and k2 k1 0,8 k2 0,9 Use the recommended value 5.10.2.1 2Maximum stressing force value of k3 0,95Use the recommended value 5.10.2.2 4Minimum strength of concrete at various stages of prestressing values of k4 and k5 k4 50 k5 30 Use the recommended value SubclauseNationally Determined ParameterEurocode recommendationUK decision Table NA.1 UK decisions for Nationally Determined Parameters described in BS EN 1992-1-12004 continued w w w . b z f x w . c o m NA to BS EN 1992-1-12004 6 BSI 8 December 2005 5.10.2.2 5Increase of stress at time of transfer of prestress value of k6 k6 0,7Use the recommended value 5.10.3 2Prestressing force immediately after tensioning values of k7 and k8 k7 0,75 k8 0,85 Use the recommended value 5.10.8 2Value of p,ULS100 MPa100 MPa unless the tendon is outwith d from the tension face, in which case p,ULS 0. 0,1 for d U 1 000 mm; 0,25 for d k 500 mm; the value of may be interpolated for the values of d between 500 mm and 1 000 mm. 5.10.8 3Values of P,sup and P,infP,sup 1,2 P,inf 0,8 Both values taken as 1,0 if linear analysis with uncracked sections is applied Use the recommended value 5.10.9 1PValues of rsup and rinfFor pre-tensioning, unbonded tendons rsup 1,05 and rinf 0,95 For post-tensioning, bonded tendons rsup 1,10 and rinf 0,90 When appropriate measures e.g. direct measurements of pretensioning are taken rsup 1,0 and rinf 1,0 rsup 1,0 rinf 1,0 6.2.2 1Values of CRd,c, vmin, and k1 for normal shear CRd,c 0,18/c vmin 0,035k3/2fck1/2 k1 0,15 Use the recommended values See also 3.1.2 2P for a requirement for concrete class C50/60 6.2.2 6Value of 0,6[1 – fck/250]Use the recommended value See also 3.1.2 2P for a requirement for concrete class C50/60 6.2.3 2Limiting values of cot1 k cot k 2,51 k cot k 2,5, except in elements in which shear co-exists with externally applied tension i.e. tension caused by restraint is not considered here. In these elements, cot should be taken as 1,0. SubclauseNationally Determined ParameterEurocode recommendationUK decision Table NA.1 UK decisions for Nationally Determined Parameters described in BS EN 1992-1-12004 continued --,,,,,,,,,,,,,,,--,,,,,,,--- 标准分享网 w w w .b z f x w .c o m 免费下载 w w w . b z f x w . c o m NA to BS EN 1992-1-12004 BSI 8 December 2005 7 6.2.3 3Values of 1 and cw1 as described by Expression 6.3N or takes the values given in Expressions 6.10.aN and 6.10.bN cw takes the values given in Expressions 6.11.aN, 6.11.bN and 6.11.cN 1 However, if the design stress of the shear reinforcement is below 80 of the characteri
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