EN 1992-1-1-2004 欧洲法规2的英国国家附录混凝土结构的设计.第1-1部分建筑物用规则和一般规则

�� ����� ��������� � ���� �������������������������������������������� Part 1-1: General rules and rules for buildings ICS 91.010.30; 91.080.40 UK National Annex to Eurocode 2: Design of concrete structures — NATIONAL ANNEX NA to BS EN 1992-1-1:2004 NA to BS EN 1992-1 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 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. Date Comments -1:2004 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 ????? www.bzfxw.com ???? w com NA to BS EN 1992-1-1:2004 © BSI 8 December 2005 ww.bzfxw. Contents Page Committees responsible Inside front cover Introduction 1 NA.1 Scope 1 NA.2 Nationally Determined Parameters 1 NA.3 Decisions on the status of informative annexes 19 NA.4 References to non-contradictory complementary information 19 Bibliography 20 Table NA.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:2004 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 i w.com www.bzfx blank ????? www.bzfxw.com ???? com NA to BS EN 1992-1-1:2004 www.bzfxw. National Annex (informative) to BS EN 1992-1-1:2004, 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 1992-1-1:2004. 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 19921-1-1:2004: — 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 (2)P — 3.1.2 (4) — 3.1.6 (1)P — 3.1.6 (2)P — 3.2.2 (3)P — 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 (1)P — 4.4.1.3 (3) — 4.4.1.3 (4) — 5.1.3 (1)P — 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 (1)P — 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 (1)P — 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 (1)P — 11.3.5 (2)P — 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 1992–1–2:2004 informative annexes; and c) references to non-contradictory complementary information. NA.2 Nationally Determined Parameters UK decisions for the Nationally Determined Parameters described in BS EN 1992-1-1:2004 are given in Table NA.1. © BSI 8 December 2005 1 fxw.com N A to B S E N 1992-1-1:2004 2 Table NA.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:2004 UK decision ended value ended value ended value ended value ended values ended value ended value ended value. However, the shear strength es higher than C50/60 should be ests, unless there is evidence of t performance of the particular mix pe of aggregates used. Alternatively, f concrete strength classes higher than imited to that of C50/60. ssion in flexure and axial loading and 1,0 ena. However, µcc may be taken s 0,85 for all phenomena. ended value ended value ended value ended value m www.bz © B S I 8 D ecem ber 2005 Subclause Nationally Determined Parameter Eurocode recommendation 2.3.3 (3) Value of djoint 30 m Use the recomm 2.4.2.1 (1) Partial factor for shrinkage action ¾SH 1,0 Use the recomm 2.4.2.2 (1) Partial factor for prestress ¾P,fav 1,0 0,9 2.4.2.2 (2) Partial factor for prestress ¾P,unfav 1,3 1,1 2.4.2.2 (3) Partial factor for prestress ¾P,unfav for local effects 1,2 Use the recomm 2.4.2.3 (1) Partial factor for fatigue loads ¾F,fat 1,0 Use the recomm 2.4.2.4 (1) Partial factors for materials for ultimate limit states ¾C and ¾S Table 2.1N Use the recomm 2.4.2.4 (2) Partial factors for materials for serviceability limit states ¾C and ¾S 1,0 Use the recomm 2.4.2.5 (2) Value of kf 1,1 Use the recomm 3.1.2 (2)P Value of Cmax C90/105 Use the recomm of concrete class determined by t satisfactory pas including the ty shear strength o C50/60 may be l 3.1.2 (4) Value of kt 0,85 1,0 3.1.6 (1)P Value of µcc 1,0 0,85 for compre for other phenom conservatively a 3.1.6 (2)P Value of µct 1,0 Use the recomm 3.2.2 (3)P Upper limit of fyk 600 MPa Use the recomm 3.2.7 (2) Design assumptions for reinforcement: value of ¼ud 0,9¼uk Use the recomm 3.3.4 (5) Value of k 1,1 Use the recomm ????? www.bzfxw.co???? xw.com N A to B S E N 1992-1-1:2004 © B S I 8 D ecem ber 2005 3 3.3.6 (7) es 4.4.1.2 ( es 4.4.1.2 ( s A.6, A.7, A.10, A.11, A.12, ndations for concrete quality ass and cover reinforcement c. may also be used because they on given in BS 8500-1 but in a 4.4.1.2 ( e 4.4.1.2 ( ference to specialist literature ty’s guidance on the use of nt [1]. 4.4.1.2 ( ference to specialist literature 4.4.1.2 ( e 4.4.1.3 ( e 4.4.1.3 ( es Subcla decision -1:2004 (continued) www.bzf Design assumptions for prestressing tendons: value of ¼ud 0,9¼uk or if more accurate values are not known: ¼ud = 0,02 fp0,1k/fpk = 0,9 Use the recommended valu 3) Value of cmin,b Post-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 valu 5) Structural 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 8500-1:2002, Table A.13 and A.14 for recomme for a particular exposure cl Table NA.2 and Table NA.3 present the same informati more compact form. 6) Value of %cdur,¾ 0 mm Use the recommended valu 7) Value of %cdur,st 0 mm 0 mm unless justified by re such as the Concrete Socie stainless steel reinforceme 8) Value of %cdur,add 0 mm 0 mm unless justified by re 13) Value of k1, k2, k3 k1 = 5 mm k2 = 10 mm k3 = 15 mm Use the recommended valu 1)P Value of %cdev 10 mm Use the recommended valu 3) Value of %cdev under controlled conditions Expressions (4.3N) and (4.4N) Use the recommended valu use Nationally Determined Parameter Eurocode recommendation UK Table NA.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1 fxw.com N A to B S E N 1992-1-1:2004 4 © B S I 8 D ecem ber 2005 ollowing three options. two load arrangements recommended in r alternate and adjacent spans. two following arrangements for all spans ans: rrying the design variable and ad (¾QQk + ¾GGk + Pm); pans carrying the design variable and ad (¾QQk + ¾GGk + Pm), other spans the design permanent load ¾GGk + Pm; e of ¾G should be used throughout the the all spans loaded arrangement ) if: y spanning slab the area of each bay ; the variable load Qk to the permanent ot exceed 1,25; and e load Qk does not exceed 5 kN/m2 titions. s carried out using the load arrangement ), the resulting support moments except ports of cantilevers should be reduced by sequential increase in the span moments. bay means a strip across the full width unded on the other two sides by lines of ements in a), b) and c) are drafted using 2, Expression (6.10). Although not shown lso be drafted using BS EN 1990:2002, 0a) and (6.10b). ended value UK decision Table NA.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:2004 (continued) m www.bz 4.4.1.3 (4) Values of k1 and k2 k1 = 40 mm k2 = 75 mm k1 = 40 mm k2 = 65 mm 5.1.3 (1)P Simplified load arrangements The following load arrangements should be considered: a) alternate spans carrying the design variable and permanent load (¾QQk + ¾GGk + Pm), other spans carrying only the design permanent load ¾GGk + Pm; b) any two adjacent spans carrying the design variable and permanent loads (¾QQk + ¾GGk + Pm); all other spans carrying only the design permanent load, ¾GGk + Pm. Use any of the f a) Consider the the Eurocode fo b) Consider the and alternate sp 1) all spans ca permanent lo 2) alternate s permanent lo carrying only the same valu structure; c) For slabs, use described in b)1 1) in a one-wa exceeds 30 m2 2) the ratio of load Gk does n 3) the variabl excluding par When analysis i described in b)1 those at the sup 20 %, with a con In this context a of a structure bo support. The load arrang BS EN 1990:200 here, they can a Expressions (6.1 5.2 (5) Value of Ú0 1/200 Use the recomm Subclause Nationally Determined Parameter Eurocode recommendation - - ` ` ` ` , ` , ` , ` ` , , , , ` , ` ` , , ` , , ` , ` , , - ` - ` , , ` , , ` , ` , , ` - - - ????? www.bzfxw.co???? xw.com N A to B S E N 1992-1-1:2004 © B S I 8 D ecem ber 2005 5 5.5 (4) Pa a, more restrictive values than fyk k 500 MPa may be need to ance on the redistribution of 5.6.3 (4 es 5.8.3.1 e 5.8.3.3 e 5.8.3.3 e 5.8.5 (1 5.8.6 (3 e 5.10.1 ( may be used. 5.10.2.1 e 5.10.2.1 e 5.10.2.2 e Subcla decision -1:2004 (continued) www.bzf Moment redistribution formula: values of k1, k2, k3, k4, k5 and k6 k1 = 0,44 k2 = 1,25(0,6 + 0,001 4/¼cu2) k3 = 0,54 k4 = 1,25(0,6 + 0,001 4/¼cu2) k5 = 0,7 k6 = 0,8 For steels with fyk k 500 M k1 = k3 = 0,4 k2 = k4 = 0,6 + 0,001 4/¼cu2 k5 = 0,7 k6 = 0,8 For steels with fyk > 500 MP those given for steels with be used. PD 6687 gives further guid bending moments. ) Values of Úpl,d Figure 5.6N Use the recommended valu (1) Value of Ælim Ælim = 20·A·B·C/Æn Use the recommended valu (1) Value of k1 0,31 Use the recommended valu (2) Value of k2 0,62 Use the recommended valu ) Methods of second order analysis Choice of the following two simplified methods. a) Method based on nominal stiffness. b) Method based on nominal curvature. Use either method ) Value of ¾cE 1,2 Use the recommended valu 6) Methods to avoid brittle failure of prestressed members Methods A to E Any of the methods A to E (1)P Maximum stressing force: values of k1 and k2 k1 = 0,8 k2 = 0,9 Use the recommended valu (2) Maximum stressing force: value of k3 0,95 Use the recommended valu (4) Minimum strength of concrete at various stages of prestressing: values of k4 and k5 k4 = 50 % k5 = 30 % Use the recommended valu use Nationally Determined Parameter Eurocode recommendation UK Table NA.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1 fxw.com N A to B S E N 1992-1-1:2004 6 © B S I 8 D ecem ber 2005 ended value ended value the tendon is outwith ¶d from the tension se %Öp,ULS = 0. ¶ = 0,1 for d U 1 000 mm; 500 mm; the value of ¶ may be the values of d between 500 mm ended value ended values )P for a requirement for concrete ended value )P for a requirement for concrete xcept in elements in which shear co-exists applied tension (i.e. tension caused by considered here). In these elements, cotÚ as 1,0. UK decision Table NA.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:2004 (continued) - - ` ` ` ` , ` , ` , ` ` , , , , ` , ` ` , , ` , , ` , ` , , - ` - ` , , ` , , ` , ` , , ` - - - m www.bz 5.10.2.2 (5) Increase of stress at time of transfer of prestress: value of k6 k6 = 0,7 Use the recomm 5.10.3 (2) Prestressing force immediately after tensioning: values of k7 and k8 k7 = 0,75 k8 = 0,85 Use the recomm 5.10.8 (2) Value of %Öp,ULS 100 MPa 100 MPa unless face, in which ca ¶ = 0,25 for d k interpolated for and 1 000 mm. 5.10.8 (3) Values of ¾%P,sup and ¾%P,inf ¾%P,sup = 1,2 ¾%P,inf = 0,8 Both values taken as 1,0 if linear analysis with uncracked sections is applied Use the recomm 5.10.9 (1)P Values of rsup and rinf For 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 (1) Values of CRd,c, vmin, and k1 for normal shear CRd,c = 0,18/¾c vmin = 0,035k3/2fck1/2 k1 = 0,15 Use the recomm See also 3.1.2 (2 class > C50/60 6.2.2 (6) Value of É É = 0,6[1 – fck/250] Use the recomm See also 3.1.2 (2 class > C50/60 6.2.3 (2) Limiting values of cotÚ 1 k cotÚ k 2,5 1 k cotÚ k 2,5, e with externally restraint is not should be taken Subclause Nationally Determined Parameter Eurocode recommendation ????? www.bzfxw.co???? xw.com N A to B S E N 1992-1-1:2004 © B S I 8 D ecem ber 2005 7 6.2.3 (3 ss of the shear reinforcement teristic yield stress fyk, É1 may k 60 MPa osµ) > 0,5 for fck U 60 MPa tures 5fcd cd cp < 1,0fcd e stress, measured positive, in ign axial force. This should be er the concrete section taking t. The value of Öcp need not be s than 0,5dcotÚ from the edge nd µcw should not be such as d,max greater than 200(bw)2 at the edge of a support. For this s not need to be reduced for ons, a high level of prestress , if the tension and the e to carry the whole s are provided at the rse the prestressing force it estressing force is distributed e circumstances, the ear only should be considered uirement for concrete Subcla ecision -1:2004 (continued) - - ` ` ` ` , ` , ` , ` ` , , , , ` , ` ` , , ` , , ` , ` , , - ` - ` , , ` , , ` , ` , , ` - - - www.bzf ) Values of É1 and µcw É1 = É as described by Expression (6.3N) or takes the values given in Expressions (6.10.aN) and (6.10.bN) µcw takes the values given in Expressions (6.11.aN), (6.11.bN) and (6.11.cN) É1 = É However, if the design stre is below 80 % of the charac be taken as: É1 = 0,54(1 – 0,5cosµ) for fck É1 = (0,84 – fck/200)(1 – 0,5c µcw is as follows: 1 for non-prestressed struc (1 + Öcp/fcd) for 0 < Öcp k 0,2 1,25 for 0,25fcd < Öcp k 0,5f 2,5(1 – Öcp/fcd) for 0,5fcd < Ö where: Öcp is the mean compressiv the concrete due to the des obtained by averaging it ov account of the reinforcemen calculated at a distance les of the support. Note that the values of É1 a to give rise to a value of VR sections more than d from purpose the value of bw doe ducts. In the case of straight tend (Öcp/fcd > 0,5) and thin webs compression chords are abl prestressing force and block extremity of beams to dispe may be assumed that the pr between the chords. In thes compression field due to sh in the web, i.e. µcw = 1. See also 3.1.2 (2)P for a req class > C50/60. use Nationally Determined Parameter Eurocode recommendation UK d Table NA.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1 fxw.com N A to B S E N 1992-1-1:2004 8 © B S I 8 D ecem ber 2005 ended value ended value ended values ended value )P for a requirement for concrete ended value he perimeter at which reinforcement is no is less than 3d from the face of the loaded this case the reinforcement should be ne 0,3d and 1,5d from the face of the ended value ended value ended value ended values ed by consulting specialist literature ended values unless other values are ropriate authorities UK decision Table NA.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:2004 (continued) m www.bz 6.2.4 (4) Range of values of cotÚf 1,0 k cotÚf k 2,0 for compression flanges 1,0 k cotÚf k 1,25 for tension flanges Use the recomm 6.2.4 (6) Value of k 0,4 Use the recomm 6.4.3 (6) Values of ¶ ¶ = 1,5 for a corner column ¶ = 1,4 for an edge column ¶ = 1,15 for an internal column Use the recomm 6.4.4 (1) Values of CRd,c, vmin and k1 for punching shear CRd,c = 0,18/¾c vmin = 0,035k3/2fck1/2 k1 = 0,1 Use the recomm See also 3.1.2 (2 class > C50/60 6.4.5 (3) The value of maximum punching resistance adjacent to column VRd,max VRd,max = 0,5Éfcd Use the recomm 6.4.5 (4) The distance kd of the outer perimeter of punching shear reinforcement from the perimeter Uout k = 1,5 k = 1,5 unless t longer required area/column. In placed in the zo column. 6.5.2 (2) Value of É’ É’ = 1 – fck/250 Use the recomm 6.5.4 (4) Value of k1, k2, k3 k1 = 1,0 k2 = 0,85 k3 = 0,75 Use the recomm 6.5.4 (6) Value of k4 k4 = 3,0 Use the recomm 6.8.4 (1) Values of ¾F,fat and parameters for S-N curves ¾F,fat = 1,0 Values of parameters for S-N curves for reinforcing steels given in Table 6.3N Values of parameters for S-N curves for prestressing steels given in Table 6.4N Use the recomm 6.8.4 (5) Value of k2 5 To be determin 6.8.6 (1) Values of k1 and k2 k1 = 70 MPa k2 = 35 MPa Use the recomm agreed with app Subclause Nationally Determined Parameter Eurocode recommendation ????? www.bzfxw.co???? xw.com N A to B S E N 1992-1-1:2004 © B S I 8 D ecem ber 2005 9 6.8.6 (3 6.8.7 (1 e 7.2 (2) e 7.2 (3) e 7.2 (5) e 7.3.1 (5 7.3.2 (4 e 7.3.4 (3 e 7.4.2 (2 8.2 (2) e 8.3 (2) able NA.6b) 8.6 (2) e 8.8 (1) 9.2.1.1 e 9.2.1.1 e Subcl decision -1:2004 (continued) www.bzf ) Value of k3 0,9 1,0 ) Fatigue: values for N and k1 N = 106 cycles k1 = 0,85 Use the recommended valu V