NATIONAL ANNEXNA to BS EN 1992-1-1:2004 Licensed Copy: na na, University of Birmingham JISC, Mon Feb 20 10:58:03 GMT 2006, Uncontrolled Copy, (c) BSI 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 12 &23<,1* :,7+287 %6, 3(50,66,21 (;&(37 $6 3(50,77(' %< &23<5,*+7 /$: NA to BS EN 1992-1-1:2004 Committees responsible for this National Annex Licensed Copy: na na, University of Birmingham JISC, Mon Feb 20 10:58:03 GMT 2006, Uncontrolled Copy, (c) BSI 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 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 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. The following BSI references relate to the work on this National Annex: Committee reference B/525/2 Draft for comment 05/30134002 Date Comments ISBN 0 580 47244 2 1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:2004 2 Table NA. Mon Feb 20 10:58:03 GMT 2006. (c) BSI Committees responsible Introduction NA.2 — Recommendations for normal-weight concrete quality for exposure classes XC.4 — Recommended values of wmax Table NA.5 — Basic ratios of span/effective depth for reinforced concrete members without axial compression 18 18 Table NA.4 References to non-contradictory complementary information Bibliography Table NA.1 Scope NA. University of Birmingham JISC.2 Nationally Determined Parameters NA.6a) — Minimum mandrel diameter to avoid damage to reinforcement for bars and wire 19 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.NA to BS EN 1992-1-1:2004 Contents Page Licensed Copy: na na.6b) — Minimum mandrel diameter to avoid damage to reinforcement for welded reinforcement and fabrics bent after welding 19 © BSI 8 December 2005 i .3 Decisions on the status of informative annexes Inside front cover 1 1 1 19 19 20 NA. XD and XS and cover to reinforcement for a 50 year intended working life and 20 mm maximum aggregate size 15 Table NA. Uncontrolled Copy. University of Birmingham JISC. Uncontrolled Copy. Mon Feb 20 10:58:03 GMT 2006. (c) BSI blank .Licensed Copy: na na. 3 (1) — 2.4 (4) — 6.4.2.2.10.4.1.5 (4) — 6.1.5.2.2 (5) — 7.4.3 (3) — 9.4 (1) — 9.3 (2) — 6.8.10.3.2.1.7 (1) — 9.3 (2) — 9.3 (1)P — 4.3.5.1 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: — 2.4.8.2.3 (1) — C.2 (2) — 7.3 (3) — 2.1.3 (4) — 5.3.7 (2) — 3.2.2 (1) — 9.4 (6) — 6.2.4.1 (1) — A.2 (2) — 8.1.4 (5) — 3.2 (2) — J.2.2.8.2 (4) — 3.2.2.2 (2) — 2.2.2.2.6 (7) — 4.2.2.8.2 (2) — 6.1 (1)P — 5.8 (3) — 5.2 (5) — 4.1.4 (6) — 6.4.10.2 (2) — 8.2 (8) — 4.1 (1) — 5.1 (2) — 5.1.2.2.5 (1)P — 11.3 (4) — 5.2 (3) — 4.10. (c) BSI National Annex (informative) to BS EN 1992-1-1:2004.2.6.2.2 (13) — 4.2 (7) — 4.1 (1) — 12.2 (4) — 7.4.2 (4) — 5.1.5 (3) — 9.8.1 (2) — A.3 (1) — 9.4 (5) — 6.10.2. © BSI 8 December 2005 1 . University of Birmingham JISC.2.5.2 (3) — 9.3 (1) — 9.1.2.5 (3) — 6.10.2.3.6.1 Scope NA.3.2 (6) — 6.2 (21) — 9.6.8.3 (2) — 5.3 (3) b) the UK decisions on the status of BS EN 1992–1–2:2004 informative annexes. NA.4 (1) — 2.2 (8) — 9.3.4.2.9 (1)P — 6.2.2.2 (4) — 9.4 (1) — 6.4 (4) — 6.3 (2) — 5.3 (6) — 6.4.2.3.6.8.1.10.1. Uncontrolled Copy.4.3 (1) — 5.4.5 (4) — 5.3 (1) — 9. and c) references to non-contradictory complementary information.6 (1)P — 3.5. Mon Feb 20 10:58:03 GMT 2006.2.2 (2) — 9.3 (3) — 6.4.8.1 (3) — 9.1 (1) — 11.2 (5) — 9.7 (1) — 7.8.1 (1) — 2.8.4.2 (3)P — 3.2 Nationally Determined Parameters UK decisions for the Nationally Determined Parameters described in BS EN 1992-1-1:2004 are given in Table NA.2 (1) — 2.4.6.1 (2) — J.4.6 (2)P — 3.2 (1) — 6.8.1.2 (7) — 9.8.2 (2)P — 3.NA to BS EN 1992-1-1:2004 Licensed Copy: na na.5.10.2.2.4.1.4 (1) — 6.4.1.2 (1) — 11.4 (1) — 9.10.2. Structural use of concrete.2 (2) — A. 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/525/2.3.3 (4) — 9.4.5.4.10.1 (1) — 9.4 (2) — 2.8.1.1 (2) — 11.2 (5) — 5.4.6 (2) — 8. In the UK it is to be used in conjunction with BS EN 1992-1-1:2004.8.6.2.10.3 (2) — J.8 (2) — 5.5 (2) — 3.2 (5) — 5.1 (1) — C.6.3 (3) — 9.2.1 (3) — 9.2.1 (1) — 9.1.6 (3) — 6.3 (3) — 4.10.1.2 (3) — 2.1 (3) — 9.3.2.5 (1) — 5.4.7 (1) — 11.4 (3) — 7.1 (5) — 7.1 (3) — J.3.6 (3) — 5.3.3 (2) — A.5 (2)P — 11.1.2 (6) — 4.1 (3) — E.1.4.2 (2) — 9.3.8 (1) — 9.1.10.3.2 (3) — 7.2 (2) — 9.2.5.6 (1) — 6.1 (6) — 5.1 (1) — 12.1.4 (2) — 11.8.4.3 (1)P — 5. NA.2.3 (2) — 8.2 (1) — A.3.2.2.6.8. 3.1.Licensed Copy: na na. 1.1 Table NA. University of Birmingham JISC.2. the shear strength of concrete classes higher than C50/60 should be determined by tests.0 for other phenomena.4.3. Alternatively.2.1.unfav NA to BS EN 1992-1-1:2004 2. µcc may be taken conservatively as 0.4.2.2.2 Use the recommended value Use the recommended values Use the recommended value Use the recommended value 1.0 1.6 (2)P Value of µct 3.6 (1)P Value of µcc 3.2 (3) Partial factor for prestress ¾P.4.1.1 (1) Partial factor for shrinkage action ¾SH 2.4 (5) Value of k .3 (3) Value of djoint 2.2 (2) Partial factor for prestress ¾P.fav 2.4.7 (2) Design assumptions for reinforcement: value of ¼ud © BSI 8 December 2005 3.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:2004 Subclause Nationally Determined Parameter 2.1.0 1.2.0 ¾F.2. shear strength of concrete strength classes higher than C50/60 may be limited to that of C50/60.2 (3)P Upper limit of fyk 3.4.2.85 for all phenomena.2.2 (2)P Value of Cmax 3. Use the recommended value Use the recommended value Use the recommended value Use the recommended value 0.1 0.9 Use the recommended value Use the recommended value 1.4. However.1 C90/105 Use the recommended value Use the recommended value. (c) BSI Eurocode recommendation UK decision 2 30 m 1.2.4 (2) Partial factors for materials for 1.0 0. Mon Feb 20 10:58:03 GMT 2006.0 600 MPa 0.fat 2.4.1N ultimate limit states ¾C and ¾S 2.9¼uk 1. Uncontrolled Copy.0 serviceability limit states ¾C and ¾S 2.3 (1) Partial factor for fatigue loads 1. unless there is evidence of satisfactory past performance of the particular mix including the type of aggregates used.2 (1) Partial factor for prestress ¾P.85 for compression in flexure and axial loading and 1.4.unfav for local effects 2. However.2.0 1.85 1.2 (4) Value of kt 3.5 (2) Value of kf 3.3 1.4 (1) Partial factors for materials for Table 2. 2 (8) k1 = 5 mm k2 = 10 mm k3 = 15 mm 10 mm Value of %cdur.4.3N) and (4.1.4.1. A. Pre-tensioned tendons: 1.5 × diameter of indented wire. k3 4. k2.2 (3) Value of cmin. Mon Feb 20 10:58:03 GMT 2006.¾ 0 mm Use the recommended value 0 mm unless justified by reference to specialist literature such as the Concrete Society’s guidance on the use of stainless steel reinforcement [1].14 for recommendations for concrete quality Tables 4.3N for structural classification Use BS 8500-1:2002. A. 0 mm unless justified by reference to specialist literature Use the recommended value 4.Licensed Copy: na na.2 (13) Value of k1.2 (6) 0 mm Value of %cdur. 2.dur 4.5 × diameter of strand or plain wire.6. A. A.dur Table NA.7.add 0 mm 4.9¼uk or if more accurate values are not known: Use the recommended values 4.4N and 4. A.10.3 (3) Value of %cdev under controlled Expressions (4.3.4.5N for values of for a particular exposure class and cover reinforcement c.1.6 (7) ¼ud = 0. Post-tensioned bonded tendons circular ducts: diameter.4.4.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:2004 (continued) Eurocode recommendation UK decision Subclause Nationally Determined Parameter 3.13 and A.11.1.12.1.2 (7) Value of %cdur. Use the recommended values © BSI 8 December 2005 Design assumptions for prestressing tendons: value of ¼ud 0.2 and Table NA.02 fp0.3 may also be used because they present the same information given in BS 8500-1 but in a more compact form. Tables A.1.4N) conditions NA to BS EN 1992-1-1:2004 3 . University of Birmingham JISC.9 Post-tensioned bonded tendons in rectangular ducts: greater of the smaller dimension or half the greater dimension. (c) BSI Table NA.4. Table 4.b 4.st 4.1.4.3 (1)P Value of %cdev Use the recommended value Use the recommended values 4. Uncontrolled Copy. cmin.1k/fpk = 0.2 (5) Structural classification and values of minimum cover due to environmental conditions cmin.1.4. and 3) the variable load Qk does not exceed 5 kN/m2 excluding partitions.3 (1)P Simplified load arrangements © BSI 8 December 2005 5. Uncontrolled Copy. The load arrangements in a). other spans (¾QQk + ¾GGk + Pm).10a) and (6.10). Expressions (6.25. 2) the ratio of the variable load Qk to the permanent load Gk does not exceed 1.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:2004 (continued) Subclause Nationally Determined Parameter 4.10b). Although not shown here. 1/200 Use the recommended value The following load arrangements should be considered: Use any of the following three options.Licensed Copy: na na.4. other spans and alternate spans: carrying only the design permanent 1) all spans carrying the design variable and load ¾GGk + Pm. the resulting support moments except those at the supports of cantilevers should be reduced by 20 %. b) and c) are drafted using BS EN 1990:2002. Mon Feb 20 10:58:03 GMT 2006.2 (5) Value of Ú0 . University of Birmingham JISC.1. permanent load (¾QQk + ¾GGk + Pm). all other spans carrying only the design permanent load ¾GGk + Pm. with a consequential increase in the span moments.1. Expression (6. c) For slabs. ¾GGk + Pm. When analysis is carried out using the load arrangement described in b)1). they can also be drafted using BS EN 1990:2002. variable and permanent load b) Consider the two following arrangements for all spans (¾QQk + ¾GGk + Pm). (c) BSI Eurocode recommendation UK decision 4 k1 = 40 mm k2 = 75 mm a) Consider the two load arrangements recommended in a) alternate spans carrying the design the Eurocode for alternate and adjacent spans. b) any two adjacent spans carrying the 2) alternate spans carrying the design variable and design variable and permanent loads permanent load (¾QQk + ¾GGk + Pm).3 (4) Values of k1 and k2 NA to BS EN 1992-1-1:2004 5. 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. use the all spans loaded arrangement described in b)1) if: 1) in a one-way spanning slab the area of each bay exceeds 30 m2. k1 = 40 mm k2 = 65 mm Table NA. structure. carrying only the design permanent the same value of ¾G should be used throughout the load. 44 formula: values of k1.7 k6 = 0. Uncontrolled Copy.2 (4) Minimum strength of concrete k4 = 50 % at various stages of k5 = 30 % prestressing: values of k4 and k5 NA to BS EN 1992-1-1:2004 5 .1 (2) Maximum stressing force: value of k3 5.Licensed Copy: na na.10.3 (1) Value of k1 5.8.3 (2) Value of k2 5.8.1 (1) Value of Ælim 5. k2.5 (4) k1 = k3 = 0.10.6. Mon Feb 20 10:58:03 GMT 2006.2.1 (6) k1 = 0.8.3 (4) Values of Úpl. Figure 5.d 5.5 (1) Methods of second order analysis 5. a) Method based on nominal stiffness.001 4/¼cu2 k5 = 0.25(0.9 0. 1.6 + 0.10.2.6 + 0. b) Method based on nominal curvature.8 k2 = 0. more restrictive values than those given for steels with fyk k 500 MPa may be need to be used.2 Use the recommended value Any of the methods A to E may be used.2.31 0.3.1 (1)P Maximum stressing force: values of k1 and k2 5.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:2004 (continued) Eurocode recommendation UK decision Subclause Nationally Determined Parameter © BSI 8 December 2005 5.6N Ælim = 20·A·B·C/Æn 0.3.7 k6 = 0.001 4/¼cu2) k5 = 0. (c) BSI Table NA.10.25(0. k4.001 4/¼cu2) k5 and k6 k3 = 0.8 For steels with fyk > 500 MPa. Use the recommended value Use the recommended value Use the recommended value Use the recommended value Use the recommended value Use the recommended value Use the recommended values Moment redistribution k1 = 0. University of Birmingham JISC. k2 = 1. PD 6687 gives further guidance on the redistribution of bending moments.95 Methods to avoid brittle failure Methods A to E of prestressed members 5.62 Choice of the following two simplified Use either method methods.6 + 0.6 (3) Value of ¾cE 5.8.54 k4 = 1.3.8 For steels with fyk k 500 MPa 5.8. k3.4 k2 = k4 = 0. 8 (2) Value of %Öp.2 (1) Values of CRd.Licensed Copy: na na.c.sup = 1.10.sup and ¾%P.2 5.8 (3) ¾%P.g. University of Birmingham JISC.10.0 Values of ¾%P. Uncontrolled Copy. 6.90 When appropriate measures (e.5.2 (6) Value of É © BSI 8 December 2005 6.e. (c) BSI 6 Eurocode recommendation UK decision Table NA.2.035k3/2fck1/2 k1 = 0.2 (2)P for a requirement for concrete class > C50/60 1 k cotÚ k 2.15 É = 0.inf ¾%P. In these elements.c = 0.75 after tensioning: values of k7 k8 = 0.0.10.1.1.95 rinf = 1.0 and rinf = 1. ¶ = 0. direct measurements of pretensioning) are taken: rsup = 1.2.2.10.10 and rinf = 0.7 Use the recommended value 5.05 and rinf = 0. unbonded tendons: rsup = 1.ULS = 0. the value of ¶ may be interpolated for the values of d between 500 mm and 1 000 mm.0 rsup = 1.6[1 – fck/250] Use the recommended values See also 3.85 and k8 100 MPa 100 MPa unless the tendon is outwith ¶d from the tension face.3 (2) Prestressing force immediately k7 = 0.18/¾c normal shear vmin = 0. vmin.ULS 5. in which case %Öp.0 if linear analysis with uncracked sections is applied For pre-tensioning.inf = 0.10.8 Both values taken as 1. Use the recommended value NA to BS EN 1992-1-1:2004 5. Mon Feb 20 10:58:03 GMT 2006. tension caused by restraint is not considered here). ¶ = 0.5 . except in elements in which shear co-exists with externally applied tension (i.0 For post-tensioning.1 for d U 1 000 mm.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:2004 (continued) Subclause Nationally Determined Parameter 5. bonded tendons: rsup = 1.3 (2) Limiting values of cotÚ 1 k cotÚ k 2.2 (2)P for a requirement for concrete class > C50/60 Use the recommended value See also 3.25 for d k 500 mm.9 (1)P Values of rsup and rinf 6. cotÚ should be taken as 1.2. and k1 for CRd.2 (5) Increase of stress at time of transfer of prestress: value of k6 Use the recommended value k6 = 0. For this purpose the value of bw does not need to be reduced for ducts. NA to BS EN 1992-1-1:2004 7 .0fcd where: Öcp is the mean compressive stress. The value of Öcp need not be calculated at a distance less than 0.5cosµ) > 0.5dcotÚ from the edge of the support.5fcd 2.5 for fck U 60 MPa µcw is as follows: 1 for non-prestressed structures (1 + Öcp/fcd) for 0 < Öcp k 0.2 (2)P for a requirement for concrete class > C50/60. µcw = 1.aN).2.3 (3) Values of É1 and µcw É1 = É as described by Expression (6. Note that the values of É1 and µcw should not be such as to give rise to a value of VRd. if the tension and the compression chords are able to carry the whole prestressing force and blocks are provided at the extremity of beams to disperse the prestressing force it may be assumed that the prestressing force is distributed between the chords.max greater than 200(bw)2 at sections more than d from the edge of a support. (6.1. É1 may be taken as: É1 = 0.84 – fck/200)(1 – 0.Licensed Copy: na na.11.bN) µcw takes the values given in Expressions (6.5) and thin webs.e. In the case of straight tendons.5cosµ) for fck k 60 MPa É1 = (0. if the design stress of the shear reinforcement is below 80 % of the characteristic yield stress fyk. This should be obtained by averaging it over the concrete section taking account of the reinforcement.10.25 for 0. the compression field due to shear only should be considered in the web.5fcd < Öcp < 1.25fcd < Öcp k 0. in the concrete due to the design axial force. i.10. measured positive. University of Birmingham JISC.aN) and (6. a high level of prestress (Öcp/fcd > 0.54(1 – 0.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:2004 (continued) Eurocode recommendation UK decision Subclause Nationally Determined Parameter © BSI 8 December 2005 6. Mon Feb 20 10:58:03 GMT 2006.cN) É1 = É However. (c) BSI Table NA.bN) and (6.3N) or takes the values given in Expressions (6.11. In these circumstances.5(1 – Öcp/fcd) for 0.11. See also 3.25fcd 1. Uncontrolled Copy. 4 (1) Values of CRd.85 k3 = 0.4. vmin and k1 for punching shear 6.4 (4) Value of k1.3d and 1.0 k cotÚf k 1.4 (4) Range of values of cotÚf 6.0 for S-N curves Values of parameters for S-N curves for reinforcing steels given in Table 6.1.fat = 1.4 (6) Value of k4 6.4 (6) Value of k 6.5d from the face of the column.5Éfcd Use the recommended value Use the recommended value See also 3.0 k2 = 0.3 (6) Values of ¶ NA to BS EN 1992-1-1:2004 6.4.5 for a corner column ¶ = 1.5. (c) BSI Eurocode recommendation UK decision 8 1.3N Values of parameters for S-N curves for prestressing steels given in Table 6.15 for an internal column CRd.0 k cotÚf k 2.4 for an edge column ¶ = 1.8.1 VRd.2 (2)P for a requirement for concrete class > C50/60 Use the recommended values Use the recommended value Use the recommended value k = 1.5. Uncontrolled Copy.25 for tension flanges 0.4N 6.75 k4 = 3. k3 6.2 (2) Value of É’ 6.8. Mon Feb 20 10:58:03 GMT 2006.0 for compression flanges 1.2.5 k = 1.4 (1) Values of ¾F.4. k2.c = 0.max = 0.18/¾c vmin = 0.6 (1) Values of k1 and k2 . University of Birmingham JISC.0 Use the recommended value Use the recommended values 5 k1 = 70 MPa k2 = 35 MPa To be determined by consulting specialist literature Use the recommended values unless other values are agreed with appropriate authorities Table NA. In this case the reinforcement should be placed in the zone 0.5 (3) The value of maximum punching resistance adjacent to column VRd.4 (5) Value of k2 © BSI 8 December 2005 6.fat and parameters ¾F.4.2.5 (4) The distance kd of the outer perimeter of punching shear reinforcement from the perimeter Uout 6.5.4 ¶ = 1.035k3/2fck1/2 k1 = 0.8.5 unless the perimeter at which reinforcement is no longer required is less than 3d from the face of the loaded area/column.c.max 6.Licensed Copy: na na. Use the recommended value Use the recommended value É’ = 1 – fck/250 k1 = 1.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:2004 (continued) Subclause Nationally Determined Parameter 6. 6b) Use the recommended value Ìlarge > 40 mm Use the recommended value Use the recommended value 8.04Ac 9.0 k5 = 0.6 (3) N = 106 cycles k1 = 0. k5 7.8.4 Value of k3 0.2 (2) Value of k1 7.3.5 7.3. Uncontrolled Copy.4N k1 = 1 mm k2 = 5 mm Table 8.001 3btd As. Mon Feb 20 10:58:03 GMT 2006.2 (2) Values of k1 and k2 Use the recommended value Use in Table NA.11): values for k3 k4 = 0.2 (2) Values of basic span/depth ratios 8.1.1 (1) Beams: minimum reinforcement areas 9.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:2004 (continued) Eurocode recommendation UK decision Subclause Nationally Determined Parameter 6. k4.85 Use the recommended value Use the recommended value Use the recommended value Use the recommended value 0.4.6 (2) Anchorage capacity of a welded Fbtd = ltdÌtÖtd k Fwd bar 8.3.45 k3 = 0. University of Birmingham JISC.p 7. (c) BSI Table NA.6 0.4 Expression (7.2.1 (5) Limitations of crack width wmax 7.2 (2) Use the recommended value Use the recommended value Use Table NA.26(fctm/fyk)btd U 0.2 (5) Value of k3.7 (1) Fatigue: values for N and k1 7.8 k4 = 1.3 (2) Minimum mandrel diameter Ìm.min = 0.4 (3) Maximum crack spacing in k3 = 3.425 and k4 Table 7.min 8.3.2 (4) Value of Öct.9 1.6a) and Table NA.2.75 Table 7.1.1N Use Table NA.2 (3) Value of k2 7.1N fct.eff in accordance with 7.max = 0.8.8 (1) Additional rules for large Ìlarge > 32 mm diameter bars: limiting bar size As.0 © BSI 8 December 2005 6.1 (3) Beams: maximum reinforcement areas NA to BS EN 1992-1-1:2004 9 .Licensed Copy: na na. max = 0.max = 0.25 Use the recommended value ¶3 = 0.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:2004 (continued) 10 ¶1 = 0. st.2.5 Use the recommended value Use the recommended value Use the recommended value Use the recommended value Use the recommended value Use the recommended values except for post-tensioned slabs where reference may be made to specialist literature such as The Concrete Society’s design handbook [2].002Ac.2.max = 0.2. whichever is greater reinforcement in columns .2 (2) Minimum area of longitudinal As.2 (7) Maximum longitudinal spacing sb.25 reinforcement at an end support: area of steel provided over supports with little or no end fixity in design NA to BS EN 1992-1-1:2004 9. Mon Feb 20 10:58:03 GMT 2006.2 (1) Minimum diameter of longitudinal reinforcement in columns © BSI 8 December 2005 9.min = (0.1.2 (4) Minimum ratio of shear reinforcement in the form of links 9.2.2.08Æfck)/fyk 9. University of Birmingham JISC. (c) BSI Eurocode recommendation UK decision Table NA.6d(1 + cotµ) of bent-up bars 9.2.Licensed Copy: na na.5.5h k 450 mm Except in areas with concentrated loads or maximum moment where: For principal reinforcement: 2h k 250 mm For secondary reinforcement: 3h k 400 mm Ìmin = 8 mm Ìmin = 12 mm Use the recommended value Subclause Nationally Determined Parameter 9.10NEd/fyd or 0.min = 0.2 (8) Maximum transverse spacing of links 9.3.1 (3) Value of smax.4 (1) Anchorage of bottom ¶2 = 0.2.75d(1 + cotµ) of shear assemblies 9.75d k 600 mm For principal reinforcement: 3h k 400 mm For secondary reinforcement: 3.5. Uncontrolled Copy.15 bending moment to be assumed at supports in monolithic construction 9.1.2 (5) Minimum shear reinforcement Ôw.2 (1) Beams: minimum ratio of span ¶1 = 0.1.2 (6) Maximum longitudinal spacing sl.slabs 9. 8. This limit may be doubled at laps.hmin = 25 % or 0.2 (3) Maximum area of longitudinal As.tmax should take the least of the Use the recommended value following three values: a) 20 times the minimum diameter of the longitudinal bars.5.7 (1) Minimum area of distribution reinforcement in deep beams 9.2 % in each face 9.04Ac outside lap locations walls unless it can be shown that the integrity of the concrete is not affected and that the full strength is achieved at the ULS. As.1 (1) Value of Ìmin for columns and wall footings 9.8. The recommended values apply.6. (c) BSI Table NA.6. Uncontrolled Copy.002Ac Use the recommended value of vertical reinforcement in As. Where crack control is greater important early age thermal and shrinkage effects should be considered explicitly.2 (1) Minimum and maximum area As.04Ac outside laps unless it can be shown that the integrity of the reinforcement in columns concrete will not be affected and that the full strength is achieved at the ULS.vmin = 0. As. whichever is Use the recommended values. 9.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:2004 (continued) Eurocode recommendation UK decision Subclause Nationally Determined Parameter © BSI 8 December 2005 9.3 (1) Value of Ìmin for tie beams 9.8.max = 0.3 (1) Minimum area of horizontal reinforcement in walls 9.tmax 9.3 (2) Minimum downward load for tie beams q1 = 10 kN/m To be determined for each individual project NA to BS EN 1992-1-1:2004 11 .1 % but not less than 150 mm2/m in each face and in each direction 8 mm 8 mm 8 mm 0.Licensed Copy: na na.3 (3) Maximum spacing of transverse reinforcement in columns scl. b) the lesser dimension of the column.max = 0. c) 400 mm. As.2. University of Birmingham JISC.vmax = 0. The designer should consider the practical upper limit taking into account the ability to place the concrete around the rebar. This issue is considered further in PD 6687.5.8.001Ac.1 (3) Value of Ìmin for pile caps Use the recommended value Use the recommended value Use the recommended value 9. Mon Feb 20 10:58:03 GMT 2006.dbmin = 0.08Ac at laps scl. 5lr.10.2.int = [(qk + gk)/7.5lr. University of Birmingham JISC. lr is the greater of the distances (in m) between the centres of the columns. (c) BSI Table NA.10. frames or walls supporting any two adjacent floor spans in the direction of the tie under consideration. frames or walls supporting any two adjacent floor spans in the direction of the tie under consideration.2.2. lr is the greater of the distances (in m) between the centres of the columns.5](lr/5)(Ft) U Ft kN/m where (qk + gk) is the sum of the average permanent and variable floor loads (in kN/m2). and Ft = (20 + 4n0) k 60.5 (3) Values of h1 and As.bpmin 9.4 (1) Values of q2 and Ìmin 9.bpmin from Table 9.2 (2) Force to be resisted by q1 = 10 kN/m peripheral tie: values of q1 and q2 = 70 kN q2 NA to BS EN 1992-1-1:2004 9. Use the recommended values Use the recommended values Subclause Nationally Determined Parameter 9. Ftie = (1/7.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:2004 (continued) Eurocode recommendation UK decision 12 q2 = 5 MPa Ìmin = 8 mm h1 = 600 mm As.6N q1 = (20 + 4n0) where n0 is the number of storeys q2 = 60 kN Ftie.5)(gk + qk)(lr/5)Ft U Ft kN/m where (gk + qk) is the sum of the average permanent and variable floor loads (in kN/m2).8.int = 20 kN/m internal tie is capable of resisting 9. and Ft = (20 + 4n0) k 60.3 (4) Internal ties on floors without q3 = 20 kN/m screed: values of q3 and q4 q4 = 70 kN © BSI 8 December 2005 .Licensed Copy: na na. Maximum spacing of transverse ties = 1.8. Maximum spacing of internal ties = 1.3 (3) Minimum tensile force that an Ftie. Uncontrolled Copy. Mon Feb 20 10:58:03 GMT 2006.10. Tying of external walls is only required if the peripheral tie is not located within the wall.2.4 (2) Force to be resisted by Ftie.pl and µct.15/¾c vl.5 (2)P Value of µlct (lightweight aggregate concrete) 11.Licensed Copy: na na.pl (plain µcc.05 ¾c.2.pl = 0.red2 = 1.6 µct.6.red2 A.pl = 0.min and k1 11.6.4 ¾s. (c) BSI Table NA.85 k = 1.col = the greater of 2Ft k ls/2.1 (1) 1.col Ftie.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:2004 (continued) Eurocode recommendation UK decision Subclause Nationally Determined Parameter © BSI 8 December 2005 9.6 Use the recommended value Use the recommended value Use the recommended value Use the recommended values Use the recommended value Value of µlcc (lightweight aggregate concrete) 0.pl = 0.8 12.15 É1 = 0.min = 0.pl = 0.fac in kN per metre run of wall.red1 A.5 (1)P 0.3.2.c = 0.fac = 20 kN per metre of the façade horizontal ties to external Ftie. Ftie.red2 and ¾c.red3 NA to BS EN 1992-1-1:2004 13 .2 (1) Value of ¾s.6.5½1[1 – flck/250] 0.3.5 1.col in kN per column.c = 0.3. Uncontrolled Copy.45 1.15/¾c vl.red2 = 1.1 (2) Value of ¾c.6.2 (2) Value of ¾c.4.c. ls is the floor to ceiling height in m.03k3/2flck1/2 k1 = 0.08 ClRd.3 (2) Value of k A.0 for lightweight aggregate (both fine and coarse aggregate) concrete ClRd.3. University of Birmingham JISC.2.1 (1) Values of ClRd.7 (1) Value of k 11.1 (1) Value of k2 12.fac = Ftie.1 (1) Value of ¾s.1 1.red1 A.1 for lightweight aggregate Use the recommended value concrete with sand as fine aggregate k = 1.2.35 Values of µcc. vl.8 concrete) µct.30k3/2flck1/2 k1 = 0.10.5Ft and 3 % of the total design ultimate vertical load carried by the column or wall at that level.2 (1) Value of É1 11.min = 0.col = 150 kN columns and/or walls provided at each floor level: values of Ftie.15 Use the recommended value Use the recommended value µcc. Mon Feb 20 10:58:03 GMT 2006. Use the recommended value Use the recommended value 11. PD 6687 gives additional requirements related to the UK building regulations. Ftie.85 11.fac and Ftie. University of Birmingham JISC. fyk. Table C.1 (3) Values of a.1 (2) Value of As.1 — UK decisions for Nationally Determined Parameters described in BS EN 1992-1-1:2004 (continued) Eurocode recommendation UK decision 14 ½ = 0.1 (1) Values for fatigue stress range. Mon Feb 20 10:58:03 GMT 2006.1 (2) Values of indicative strength classes J. (c) BSI Table NA.2 (5) Does not apply in the UK — see PD 6687 for an alternative Annex J Does not apply in the UK — see PD 6687 for an alternative Annex J Does not apply in the UK — see PD 6687 for an alternative Annex J Does not apply in the UK — see PD 6687 for an alternative Annex J Use the recommended values Subclause Nationally Determined Parameter A.red4 = 1.1.5 Does not apply in the UK — see the guidance in 4. ¼uk in accordance with Table C.2.2. k.3 (1) Value of ½ and ¾c.3 (2) Value of k1 J.red4 C.1N 0.3N Table E.4 k tanÚ k 1 0.85 ¾c.2 (2) Value of tanÚ J.ext 0.3 (3) Value of k2 © BSI 8 December 2005 . Uncontrolled Copy.01Act.6 and ¶ NA to BS EN 1992-1-1:2004 C.4.surfmin J. k.3 Use the recommended values Use the recommended values For fyk a = 10 MPa For k and ¼uk a = 0 Minimum and maximum values for fyk. ¼uk E.2N minimum relative rib area ¶ = 0.Licensed Copy: na na.25 0. 340 C25/30.1. Mon Feb 20 10:58:03 GMT 2006. 0. 0. 0. 280 C25/30. SRPC C28/35.3 (1) and (3).55. see BS EN 1992-1-1:2003.2 — Recommendations for normal-weight concrete quality for exposure classes XC. IIA. NA to BS EN 1992-1-1:2004 15 . 0. \ 0. 4. University of Birmingham JISC. 320 C20/25.Licensed Copy: na na. 380 Chloride induced corrosion excluding chlorides from seawater IIB-V. 360 C28/35.40. 320 C45/55. minimum cement or combination content in kg/m3. dry SRPC C40/50. maximum w/c ratio. rarely dry I.45. 340 — — — C32/40. IVB XD3 Cyclic wet and I.45. 380 C28/35.40. 320 C25/30. 0. 380 C35/45. 360 C28/35. 0. IIB-S. 0. 0.40. rarely dry — C40/50.50.40.4. Uncontrolled Copy.40. IIIA \ \ \ \ IIIB. IVB NOTE 1 \ indicates that the concrete given in the cell to the left applies. 0. Annex A for selecting the quality of concrete subjected to freeze/thaw conditions and concrete in aggressive ground conditions. 0. For values of %cdev. 340 C25/30.45. 0.65. 260 or RC30 \ \ \ XC2 Wet. 300 C28/35. 340 IIB-V. 0. The equivalent recommended designated concrete is taken from BS 8500-1:2002 and indicated in this table by the designation RC. (c) BSI Table NA. 340 All — — \ XC3 Moderate humidity All except IVB XC4 — — — — — — — — — — — — — — — — — — — — — — — Cyclic wet and dry or RC50 or RC40 or RC35 or RC30 C32/40.50.50. 380 C32/40.55.45. Table 1.7. 360 C35/45. a b c Exposure conditions conform to BS EN 206-1:2000. 0. 0.55.65. 380 C35/45. 340 C28/35. Cement/combination types are defined in BS 8500-2:2002. NOTE 2 Reference should be made to BS 8500-1:2002. d The recommended designed concrete is taken from BS 8500-1:2002 and described in this table in terms of strength class. 300 \ \ \ \ \ XD2 Wet. 380 C32/40. IIIA IIIB.35. 0. 0. 260 \ \ \ XD1 Moderate humidity All C40/50.50. 0.60. 0.55. 0. 0. 0. 320 C32/40. IIA. IIB-S. 380 C32/40.55. 0. XD and XS and cover to reinforcement for a 50 year intended working life and 20 mm maximum aggregate size Nominal cover (cmin + %cdev)c to reinforcement (including prestressing steel) in mm and associated d recommended designed concrete and equivalent designated concrete 15 + %cdev 20 + %cdev 25 + %cdev 30 + %cdev 35 + %cdev 40 + %cdev 45 + %cdev 50 + %cdev Exposure conditionsa Cement/ combination b types © BSI 8 December 2005 Carbonation XC1 induced corrosion Dry or permanently wet All C20/25. 0.50. \ 240 or \ \ \ \ \ \ RC25 C25/30. 0. 360 C40/50.60. 0.45.40. 0. 380 C32/40. 340 C25/30. 4.35. IIIA C35/45. Cement/combination types are defined in BS 8500-2:2002. minimum cement or combination content in kg/m3. 0. © BSI 8 December 2005 . 0.55. 0. 0. 380 C35/45. d The recommended designed concrete is taken from BS 8500-1:2002 and described in this table in terms of strength class. 0. XD and XS and cover to reinforcement for a 50 year intended working life and 20 mm maximum aggregate size (continued) Exposure conditionsa Cement/ Nominal cover (cmin + %cdev)c to reinforcement (including prestressing steel) in mm and associated 15 + %cdev 20 + %cdev 25 + %cdev 30 + %cdev 35 + %cdev 40 + %cdev 45 + %cdev 50 + %cdev combination b types Seawater induced corrosion — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — XS1 Airborne salts I. IIB-S. 0. a b c Exposure conditions conform to BS EN 206-1:2000. Annex A for selecting the quality of concrete subjected to freeze/thaw conditions and concrete in aggressive ground conditions. 0. Mon Feb 20 10:58:03 GMT 2006.55. NOTE 2 Reference should be made to BS 8500-1:2002.40. 380 IIIB. 0.Licensed Copy: na na.55. 340 C25/30. Table 1.45.50. 320 C28/35. 0. IIIA — — — C50/60. splash and spray zones I.3 (1) and (3). 0.40. 0. SRPC C45/55.50. IIIA IIIB. IIB-S. SRPC IIB-V. 360 C40/50. 0. 340 C32/40. 0.50. see BS EN 1992-1-1:2003. IVB C28/35.40. (c) BSI 16 recommended designed concrete and equivalent designated concrete d Table NA. 340 C32/40.50. 0. 0.50. 380 C25/30. IVB NA to BS EN 1992-1-1:2004 XS2 Wet. 0. 340 NOTE 1 \ indicates that the concrete given in the cell to the left applies. 380 C32/40. 360 C25/30.50. 380 C35/45.55. 0. 0.40. 320 \ C40/50. 380 C40/50. For values of %cdev. 0.50. 0. 380 C32/40.40. 380 C28/35. 0. IIA. IIA. 320 \ C35/45.35.40. IIA. IIB-S.4.45. Uncontrolled Copy. The equivalent recommended designated concrete is taken from BS 8500-1:2002 and indicated in this table by the designation RC.2 — Recommendations for normal-weight concrete quality for exposure classes XC. 0. rarely dry I. 360 C35/45. 0. 380 C45/55. 0.1.45. 0. maximum w/c ratio. IVB XS3 Tidal. 360 C28/35. 340 C20/25.45. 0. 340 C28/35. 320 \ \ \ \ \ \ \ \ \ \ IIIB.35. but no direct SRPC contact IIB-V. 340 IIB-V.40.50. University of Birmingham JISC. 4. 0.45. 280 or RC50 RC45 RC40 RC35 XC4 Cyclic wet and dry NOTE 1 \ indicates that the concrete given in the cell to the left applies. rarely dry All XC3 Moderate humidity All except IVB C40/50. NA to BS EN 1992-1-1:2004 17 .50. minimum cement or combination content in kg/m3.Licensed Copy: na na. \ 0.4. The recommended designed concrete is taken from BS 8500-1:2002 and described in this table in terms of strength class. The equivalent recommended designated concrete is taken from BS 8500-1:2002 and indicated in this table by the designation RC.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 Nominal cover (cmin + %cdev)c to reinforcement (including prestressing steel) in mm and associated d recommended designed concrete and equivalent designated concrete 15 + %cdev 20 + %cdev 25 + %cdev 30 + %cdev 35 + %cdev 40 + %cdev 45 + %cdev 50 + %cdev Exposure conditionsa Cement/ combination b types © BSI 8 December 2005 Carbonation induced corrosion — — — — — C25/30.3 (1) and (3). (c) BSI Table NA. \ 0. 340 or 0. maximum w/c ratio. Cement/combination types are defined in BS 8500-2:2002. University of Birmingham JISC.7. a b c d Exposure conditions conform to BS EN 206-1:2000. Mon Feb 20 10:58:03 GMT 2006. C32/40. NOTE 2 Reference should be made to BS 8500-1:2002 for selection of concrete with a one hundred year intended working life and in XD and XS exposure classes. For values of %cdev. see BS EN 1992-1-1:2003.65.60. C35/45. \ 240 or RC25 \ \ \ \ \ \ XC2 Wet. Table 1. C28/35. Uncontrolled Copy. 300 or 0. 260 or RC30 \ \ \ \ XC1 Dry or permanently wet All C20/25. 320 or 0.55.1. NOTE 2 For two-way spanning slabs. water-tightness). In these cases. Table NA. under the quasi-permanent combination of loads.0 1. XC4 XD1.4.16a) or (7. The durability of prestressed members may be more critically affected by cracking.1N. will generally be satisfactory for reinforced concrete members in buildings with respect to appearance and durability. XC3. NOTE 5 The ratio of area of reinforcement provided to that required should be limited to 1. XC1 XC2.or two-way spanning simply supported slab End span of continuous beam or one-way continuous slab or two-way spanning slab continuous over one long side 14 18 20 26 Interior span of beam or one-way or two-way 1. The decompression limit requires that all parts of the bonded tendons or duct lie at least 25 mm within concrete in compression. NOTE 4 The values of k in the table may not be appropriate when the form-work is struck at an early age or when the construction loads exceed the design load. XD3. 18 © BSI 8 December 2005 .5 spanning slab Slab supported on columns without beams (flat slab) (based on longer span) 1. one.2b 0. This limit also applies to any adjustments to span/depth ratio obtained from Expressions (7.g.16b) from which this table has been derived for concrete class C30/37. the Concrete Society’s report on deflections in concrete slabs and beams [3] and an article for the Magazine of Concrete Research entitled Are existing span to depth rules conservative for flat slabs? [4].5 % Concrete lightly stressed Ô = 0. For these exposure classes.4 6 8 NOTE 1 The values given have been chosen to be generally conservative and calculation may frequently show that thinner members are possible. decompression should be checked under the quasi-permanent combination of loads.2 and decompressionc For X0. For flat slabs the longer span should be taken.5 — Basic ratios of span/effective depth for reinforced concrete members without axial compression Structural system K 1.2 0. it may be assumed that limiting the calculated crack widths to the values of wmax given in BS EN 1992-1-1:2004.3 a 0. crack width has no influence on durability and this limit is set to produce acceptable appearance.5 % Simply supported beam. In the absence of specific requirements (e.3 0.5 when the span/depth ratio is adjusted. XD2. NOTE 3 The limits given for flat slabs correspond to a less severe limitation than a mid-span deflection of span/250 relative to the columns. in addition. (c) BSI Table NA. In the absence of more detailed requirements. under the frequent combination of loads. wmax = 0.3 Concrete highly stressed Ô = 1. e. Uncontrolled Copy. the check should be carried out on the basis of the shorter span. XS3 a b c 0. In the absence of specific requirements for appearance this limit may be relaxed. XS1.NA to BS EN 1992-1-1:2004 Licensed Copy: na na. XS2.2 20 17 30 24 Cantilever 0. Table 7. Experience has shown this to be satisfactory.2 mm applies to parts of the member that do not have to be checked for decompression. will generally be satisfactory for prestressed concrete members. XC1 exposure classes. the deflections may need to be calculated using advice in specialist literature. it may be assumed that limiting the calculated crack widths to the values of wmax given in Table NA. University of Birmingham JISC.g. Mon Feb 20 10:58:03 GMT 2006.4 — Recommended values of wmax Exposure Reinforced members and prestressed members without bonded tendons (quasi-permanent load combination) mm Prestressed members with bonded tendons (frequent load combination) mm X0. not all the requirements of BS 8110 feature in BS EN 1992–1–1. Are existing span to depth rules conservative for flat slabs?. those requirements of BS 8110 that are not covered by BS EN 1992-1-1 have been incorporated into PD 6687 as non-contradictory complimentary information.min for bends.1) mm k16 >16 4Ì 7Ì NOTE Scheduling. H and I may be used in the UK. Ì mm Minimum mandrel diameter. and T. The Institution of Structural Engineers/Concrete Society.4. Approved Document A to the Building Regulations 2000 [7] cites the details and design approaches in BS 8110 as being one acceptable method of meeting this requirement. Concrete Society. B. Technical Report 43. Figure 8. hooks and loops (see BS EN 1992-1-1:2004. 2002 [4]. NA. © BSI 8 December 2005 19 . F. 58.2 References for conforming to UK Building Regulations 2000 The Building Regulations 2000 [6] requires that a building shall be constructed so that in the event of an accident the building will not suffer collapse to an extent disproportionate to the cause. vol. — PD 6687:2005.6a) — Minimum mandrel diameter to avoid damage to reinforcement for bars and wire Bar diameter.4. Ìm. 2005 [2]. Uncontrolled Copy. bending and cutting of reinforcement should generally be in accordance with BS 8666. 2005 [3]. — VOLLUM. 1998 [1]. PD 6687 provides an alternative informative Annex J that is acceptable for use in the UK. Ì mm Minimum mandrel diameter.NA to BS EN 1992-1-1:2004 Licensed Copy: na na. HOSSAIN. — Guidance on the use of stainless steel reinforcement.3 Decisions on the status of informative annexes BS EN 1992-1-1:2004 informative Annexes A. BS EN 1992-1-1:2004 informative Annexes E and J are not applicable in the UK. — Standard method of detailing structural concrete — A manual for best practice. NA. Technical Report 51. BS 8110 will be superseded by BS EN 1992-1-1. (c) BSI Table NA.L. however. Mon Feb 20 10:58:03 GMT 2006. Ìm. NA. The Concrete Society. Magazine of Concrete Research. D.min mm Transverse bar inside or outside a bend or centre of a transverse bar k4Ì from a bend Centre of transverse bars >4Ì from a bend 20Ì 4Ì for Ì k 16 7Ì for Ì k 20 NOTE Scheduling. G. dimensioning. Table NA.6b) — Minimum mandrel diameter to avoid damage to reinforcement for welded reinforcement and fabrics bent after welding Location of transverse bar defined as a multiple of the bar diameter bar diameter. dimensioning. Therefore. University of Birmingham JISC. R. bending and cutting of reinforcement should generally be in accordance with BS 8666.1 General references The following is a list of references that contain non-contradictory complementary information for use with BS EN 1992-1-1. 54. Concrete Society. issue 6. Technical Report No.R. Background paper to the UK National Annexes to BS EN 1992-1-1 and BS EN 1992-1-2. — Deflections in concrete slabs and beams.4 References to non-contradictory complementary information NA. — Post-tensioned concrete floors — Design handbook. [5]. and T. Concrete — Complementary British Standard to BS EN 206-1 — Part 1: Method of specifying and guidance for the specifier. London: The Stationery Office. Technical Report No. bending and cutting of steel reinforcement for concrete. BS 8550-2:2002. London: The Institution of Structural Engineers/Concrete Society. BS EN 1990:2002. HOSSAIN. performance. (c) BSI Bibliography Standards publications BS 8110 (all parts). The Building Regulations 2000. Concrete — Part 1: Specification. production and conformity. Camberley: Concrete Society. Post-tensioned concrete floors — Design handbook. Technical Report 43. 2005. The Building Regulations 2000 Approved Document A: Structure. BS EN 206-1:2000. PD 6687:2005. issue 6. Uncontrolled Copy. Specification. London: The Stationery Office. Technical Report 51. [6] UNITED KINGDOM. [5] INSTITUTION OF STRUCTURAL ENGINEERS/CONCRETE SOCIETY. Camberley: Concrete Society. BS 8666. dimensioning. 54. [7] UNITED KINGDOM. Scheduling. [2] CONCRETE SOCIETY.R. Mon Feb 20 10:58:03 GMT 2006. Structural use of concrete. vol. Background paper to the UK National Annexes to BS EN 1992–1–1 and BS EN 1992-1-2. 2002. 2004. Concrete — Complementary British Standard to BS EN 206-1 — Part 2: Specification for constituent materials and concrete. Other publications [1] CONCRETE SOCIETY. Deflections in concrete slabs and beams. Are existing span to depth rules conservative for flat slabs?. 1998. Eurocode — Basis of structural design. [4] VOLLUM. 2006. 20 © BSI 8 December 2005 .NA to BS EN 1992-1-1:2004 Licensed Copy: na na. BS 8550-1:2002. University of Birmingham JISC. 58. Camberley: Concrete Society. Magazine of Concrete Research. R. 2005.L. [3] CONCRETE SOCIETY. Standard method of detailing structural concrete — A manual for best practice. Guidance on the use of stainless steel reinforcement. (c) BSI blank .Licensed Copy: na na. Mon Feb 20 10:58:03 GMT 2006. Uncontrolled Copy. University of Birmingham JISC. Users of British Standards should make sure that they possess the latest amendments or editions. 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. of necessary details such as symbols. and size. Tel: +44 (0)20 8996 7070. in the course of implementing the standard.bsi-global. 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