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NA to BS EN 1992-22005 UK National Annex to Eurocode 2 Design of concrete structure Part 2 Concrete bridges – Design and detailing rules ICS 93.040; 91.010.30; 91.080.40 NO COPYING WITHOUT BSI PERMISSION EXCEPT AS PERMITTED BY COPYRIGHT LAW NATIONAL ANNEX Publishing and copyright ination The BSI copyright notice displayed in this document indicates when the document was last issued. BSI 2007 ISBN 978 580 60961 9 The following BSI references relate to the work on this standard Committee reference B/525/2 Draft for comment 06/30128077 DC Publication history First published 31 December 2007 Amendments issued since publication Amd. no.DateText affected NA to BS EN 1992-22005 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 BSI 2007i NA to BS EN 1992-22005 Contents Introduction 1 NA.1 Scope 1 NA.2 Nationally determined parameters 2 NA.3 Decisions on the status of inative anns 12 NA.4 References to non-contradictory complementary ination 14 Bibliography 15 List of tables Table NA.1 – UK decisions for nationally determined parameters in BS EN 1992-22005 3 Table NA.2 – Recommended values of wmax and relevant combination rules 11 Summary of pages This document comprises a front cover, an inside front cover, pages i and ii, pages 1 to 15 and a back cover. w w w . b z f x w . c o m NA to BS EN 1992-22005 ii BSI 2007This page deliberately left 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 BSI 20071 NA to BS EN 1992-22005 National Annex inative to BS EN 1992-22005, Eurocode 2 Design of concrete structures – Part 2 Concrete bridges – Design and detailing rules 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 1992-22005. NA.1 Scope This National Annex gives athe UK decisions for the Nationally Determined Parameters described in the following subclauses of BS EN 1992-22005 3.1.2 102P 3.1.6 101P 3.1.6 102P 3.2.4 101P 4.2 105 4.2 106 4.4.1.2 109 5.1.3 101P 5.2 105 5.3.2.2 104 5.5 104 5.7 105 6.1 109 6.1 110 6.2.2 101 6.2.3 103 6.2.3 107 6.2.3 109 6.8.1 102 6.8.7 101 7.2 102 7.3.1 105 7.3.3 101 7.3.4 101 w w w . b z f x w . c o m NA to BS EN 1992-22005 2 BSI 2007 8.9.1 101 8.10.4 105 8.10.4 107 9.1 103 9.2.2 101 9.5.3 101 9.7 102 9.8.1 103 11.9 113.2 102 113.3.2 103 bthe UK decisions on the status of BS EN 1992-22005 inative anns; and creferences to non-contradictory complementary ination. NA.2 Nationally determined parameters NA.2.1General UK decisions on the nationally determined parameters described in BS EN 1992-22005 are given in Table NA.1 and Table NA.2 see also NA.2.2. 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 BSI 20073 NA to BS EN 1992-22005 Table NA.1UK decisions for nationally determined parameters in BS EN 1992-22005 SubclauseNationally determined parameter Eurocode recommendationUK decision ForewordDefinition of National AuthoritiesNone givenThe body with a statutory responsibility for the safety of the structure. 3.1.2 102P Value of CminC30/37C25/30 3.1.2 102P Value of CmaxC70/85C70/85. 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. 3.1.6 101P Value of αcc0,851,0 except in the following clauses where it should be taken as 0,85 3.1.7 5.8 6.5.2 1 6.5.4 6.7 8.3 3 8.6 5 10.9.2 2 10.9.4.3 3 10.9.5.2 1 10.9.5.2 2 12.6.1 3 12.6.5.2 1 J.104.1 103 3.1.6 102P Value of αct1,0Use the recommended value. 3.2.4 101P Classes of reinforcement to be used in bridges. Class B and Class CClass B and Class C. For steel fabric reinforcement, Class A may also be used provided it is not taken into account in the uation of the ultimate resistance. 4.2 105Exposure class for a concrete surface protected by waterproofing. XC3Use the recommended class. 4.2 106Distance x6,0 m10,0 m 4.2 106Distance y6,0 m5,0 m w w w . b z f x w . c o m 4 BSI 2007 NA to BS EN 1992-22005 Table NA.1UK decisions for nationally determined parameters in BS EN 1992-22005 continued SubclauseNationally determined parameter Eurocode recommendationUK decision 4.2 106Exposure classes for surfaces directly affected by de-icing salts. XD3 and XF2 or XF4Use the recommended classes. 4.4.1.2 109 Required cover to reinforcement where in-situ concrete is placed against an existing concrete surface. The cover needs only satisfy the requirements for bond, provided the following conditions are met the existing concrete surface has not been subject to an outdoor environment for more than 28 days; the existing concrete surface is rough; the strength class of the existing concrete is at least C25/30. Use the recommended requirement. 5.1.3 101PSimplifications to load arrangements. None givenNo simplifications recommended. 5.2 105Value of θ0 1/200Use the recommended value. 5.3.2.2 104 Value of tt breadth of the bearingUse the recommended value. 5.5 104Values for k1, k2, k3, k4 and k5 k1 0,44 k2 1,250,6 0,0014/εcu2 k3 0,54 k4 1,250,6 0,0014/εcu2 k5 0,85 Use the recommended values. 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 BSI 20075 NA to BS EN 1992-22005 Table NA.1UK decisions for nationally determined parameters in BS EN 1992-22005 continued SubclauseNationally determined parameter Eurocode recommendationUK decision 5.7 105Details of acceptable s for non-linear analysis and safety at. When using non-linear analysis the following assumptions should be made For reinforcing steel, the stress-strain diagram to be used should be based on Figure 3.8, curve A. In this diagram, fyk and kfyk should be replaced by 1,1fyk and 1,1kfyk For prestressing steel, the idealized stress- strain diagram given in 3.3.6 Figure 3.10, curve A should be used. In this diagram fpk should be replaced with 1,1fpk For concrete, the stress-strain diagram should be based on expression 3.14 in 3.1.5. In this expression, and in the k-value, fcm should be replaced by γcf fck, with γcf 1,1γS /γC The following design at should be used The resistance should be uated for different levels of appropriate actions which should be increased from their serviceability values by incremental steps, such that the values of γGGk and γQQk are reached in the same step. The incrementing process should be continued until one region of the structure attains the ultimate strength, uated taking account of αcc, or there is global failure of the structure. The corresponding load is referred to as qud. Apply an overall safety factor γO and obtain the corresponding strength . One of the following inequalities should be satisfied or Non-linear analysis should be undertaken using model factors and material models which give results that err on the safe side. Typically, this may be achieved by using design material properties and applying design actions. However, in some situations, underestimating stiffness through the use of design properties can lead to unsafe results. Such situations can include cases where indirect actions such as imposed deations are significant, cases where the failure load is associated with a local brittle failure mode, and cases where the effect of tension stiffening is unfavourable. In such situations, sensitivity analyses should be undertaken to investigate the effect of variations in material properties, including spatial variations, to provide confidence that the results of the analysis do err on the safe side. For non-linear analysis which considers only direct and flexural effects, reference may be made to 5.8.6. Such analysis should account for the effects of long term loading. Effects not considered directly in the analysis should be considered separately in accordance with Section 6. Non-linear analysis which determines shear and torsional strength directly has not yet reached a stage where it can be fully codified. Particular analyses may be used when they have been shown by comparison with tests to give reliable results, with the agreement of the National Authority. ud O q R γ ⎛⎞ ⎜⎟ ⎝⎠ ud RdGQ O q EGQRγγγ γ ⎛⎞ ⎜⎟ ⎝⎠ ud GQ RdO . q EGQRγγ γγ ⎛⎞ ⎜⎟ ⎝⎠ w w w . b z f x w . c o m 6 BSI 2007 NA to BS EN 1992-22005 Table NA.1UK decisions for nationally determined parameters in BS EN 1992-22005 continued SubclauseNationally determined parameter Eurocode recommendationUK decision i.e. or where γRdis the partial factor for model uncertainty for resistance, γRd 1,06, γSdis the partial factor for model uncertainty for action/action effort, γSd 1,15, γOis the overall safety factor, γO 1,20. Refer to Annex PP for further details. When model uncertainties γRd and γSd are not considered explicitly in the analysis i.e. γRd γSd 1, γO 1,27 should be used. 6.1 109bValue of fctxfctmfctk,0,05 6.1 109Applicable s for avoiding brittle failure. a, b or cUse any of the recommended applicable s. 6.1 110iiValue of kcm2,01,0 6.1 110iiiValue of kp1,0Use the recommended value. 6.2.2 101Values of CRd,c, vmin and k1CRd,c 0,18/γc vmin 0,035 k3/2 fck1/2 k1 0,15 In expression 6.2.a CRd,c should be taken as either i0,18/γc, or ii0,18/γc2d/a provided that the shear force VEd is not multiplied by β [6.2.2 6] and the longitudinal reinforcement is fully anchored at the support, where a is the distance from the edge of the support or centre of bearing where flexible bearings are used to the position at which the shear resistance is considered. In other cases CRd,c should be taken as 0,18/γc. ud O q R γ ⎛⎞ ⎜⎟ ⎝⎠ ud Rd Sdgq O q EGQRγγγγ γ ⎛⎞ ⎜⎟ ⎝⎠ 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 BSI 20077 NA to BS EN 1992-22005 Table NA.1UK decisions for nationally determined parameters in BS EN 1992-22005 continued SubclauseNationally determined parameter Eurocode recommendationUK decision Use the recommended values for vmin and k1. See also 3.1.2 102P for recommendations for concrete class C50/60. 6.2.3 103Values of ν1 and αcwν1 ν However, if the design stress of the shear reinforcement is below 80 of the characteristic yield stress fyk, ν1 may be taken as ν1 0,6for fck u 60 MPa ν1 0,9 – fck /200 0,5 for fck W 60 MPa αcw is as follows 1for non-prestressed structures 1 σcp/fcdfor 0 σcp u 0,25 fcd 1,25for 0,25 fcd σcp u 0,5 fcd 2,5 1 – σcp/fcd for 0,5 fcd 0,5 for fck W 60 MPa αcw is as follows 1for non-prestressed structures 1 σcp/fcdfor 0 σcp u 0,25 fcd 1,25for 0,25 fcd σcp u 0,5 fcd 2,5 1 – σcp/fcd for 0,5 fcd C50/60. w w w . b z f x w . c o m 8 BSI 2007 NA to BS EN 1992-22005 Table NA.1UK decisions for nationally determined parameters in BS EN 1992-22005 continued SubclauseNationally determined parameter Eurocode recommendationUK decision 6.2.3 107Guidance on the superposition of different truss models. In the case of bonded prestressing, located within the tensile chord, the resisting effect of prestressing may be taken into account for carrying the total longitudinal tensile force. In the case of inclined bonded prestressing tendons in combination with other longitudinal reinforcement/tendons the shear strength may be uated, by a simplification, superimposing two different truss models with different geometry Figure 6.102N; a weighted mean value between θ1 and θ2 may be used for concrete stress field verification with Expression 6.9. Use the recommended guidance. 6.2.3 109Absolute minimum value of hred.Absolute minimum value of hred 0,5h Use the recommended value. 6.8.1 102Structures and structural elements for which fatigue verification is generally not necessary. A fatigue verification is generally not necessary for the following structures and structural elements a footbridges, with the exception of structural components very sensitive to wind action; bburied arch and frame structures with a minimum earth cover of 1,00 m and 1,50 m respectively for road and railway bridges; cfoundations; d piers and columns which are not rigidly connected to superstructures; eretaining walls of embankments for roads and railways; f abutments of road and railway bridges which are not rigidly connected to superstructures, except the slabs of hollow abutments; gprestressing and reinforcing steel, in regions where, under the frequent combination of actions and Pk only compressive stresses occur at the extreme concrete fibres. Additional rules. Fatigue verification for road bridges is not necessary for the local effects of wheel loads applied directly to a slab spanning between beams or webs provided that athe slab does not contain welded reinforcement, or reinforcement couplers; bthe clear span to overall depth ratio of the slab does not exceed 18; cthe slab acts compositely with its supporting beams or webs; deither ithe slab also acts compositely with transverse diaphragms; or iithe width of the slab perpendicular to its span exceeds three times its clear span. 6.8.7 101Value of k1.k1 0,85Use the recommended value. 7.2 102Value of k1.k1 0,6Use the recommended value. 7.2 102Maximum increase in stress limit above k1fck. 10Use 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 BSI 20079 NA to BS EN 1992-22005 Table NA.1UK decisions for nationally determined parameters in BS EN 1992-22005 continued SubclauseNationally determined parameter Euro
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