Interim Requirements for the Use of Eurocodes for the Design of Road Structures (including Geotechnical Works) (Amendment No.

Transcription

1 Interim Requirements for the Use of Eurocodes for the Design of Road Structures (including Geotechnical Works) (Amendment No. 1 February 2012) GE-POL August 2011

2 TRANSPORT INFRASTRUCTURE IRELAND (TII) PUBLICATIONS About TII Transport Infrastructure Ireland (TII) is responsible for managing and improving the country s national road and light rail networks. About TII Publications TII maintains an online suite of technical publications, which is managed through the TII Publications website. The contents of TII Publications is clearly split into Standards and Technical documentation. All documentation for implementation on TII schemes is collectively referred to as TII Publications (Standards), and all other documentation within the system is collectively referred to as TII Publications (Technical). This system replaces the NRA Design Manual for Roads and Bridges (NRA DMRB) and the NRA Manual of Contract Documents for Road Works (NRA MCDRW). Document Attributes Each document within TII Publications has a range of attributes associated with it, which allows for efficient access and retrieval of the document from the website. These attributes are also contained on the inside cover of each current document, for reference. For migration of documents from the NRA and RPA to the new system, each current document was assigned with new outer front and rear covers. Apart from the covers, and inside cover pages, the documents contain the same information as previously within the NRA or RPA systems, including historical references such as those contained within NRA DMRB and NRA MCDRW. Document Attributes TII Publication Title TII Publication Number Interim Requirements for the Use of Eurocodes for the Design of Road Structures (including Geotechnical Works) (Amendment No. 1 February 2012) GE POL Activity General (GE) Document Set Technical Stream Policy (POL) Publication Date August 2011 Document Number Historical Reference NRA IAN 02/11 NRA DMRB and MCDRW References For all documents that existed within the NRA DMRB or the NRA MCDRW prior to the launch of TII Publications, the NRA document reference used previously is listed above under historical reference. The TII Publication Number also shown above now supersedes this historical reference. All historical references within this document are deemed to be replaced by the TII Publication Number. For the equivalent TII Publication Number for all other historical references contained within this document, please refer to the TII Publications website.

3 NRA IAN 02/11 Amendment No. 1 Interim Requirements for the Use of Eurocodes for the Design of Road Structures (including Geotechnical Works) Amendment No. 1 August 2011 (Amendment No. 1 February 2012) St. Martin s House, Waterloo Road, Dublin 4. Tel: Fax info@nra.ie Web :

4 NRA IAN 02/11 August 2011

5 NRA IAN 02/11 INTERIM REQUIREMENTS FOR THE USE OF EUROCODES FOR THE DESIGN OF ROAD STRUCTURES (INCLUDING GEOTECHNICAL WORKS) Contents Chapter 1. Introduction 2. Use of Eurocodes 3. References Annex A: Specific requirements for working life, reliability management, traffic loads, concrete cover and earthquake resistance Annex B: Annex C: Annex D: Clauses of Published Documents that must be treated as requirements for the design of road structures Status of the NRA DMRB documents and the Guidance or Requirements for use with Eurocodes Project specific information to be recorded in the Report and other Amendment No. 1 Changes 1. BD 68 (as implemented by NRA Addendum) Crib retaining walls (NRA DMRB 2.1.3) to be listed as not used in Annex C1. Additional guidance and/or requirements in Annex C1 must be taken into account. 2. BA 68 Crib retaining walls (NRA DMRB 2.1.4) removed from Annex C1 and placed in Annex C2. August 2011

6 1. INTRODUCTION Background INTERIM REQUIREMENTS FOR THE USE OF EUROCODES FOR THE DESIGN Scope 1.1. This Standard gives guidance, advice and the requirements of the Roads Authority on the use of Eurocodes for the design of road structures, including geotechnical works and aspects of execution relevant to the design Eurocodes must be used for the design of new structures associated with National Road Schemes as defined in Paragraph 1.1 of NRA BD2, unless otherwise agreed with the National Roads Authority (NRA). The Eurocodes shall also be applied to all building structures and geotechnical works associated with National Road Schemes Eurocodes must not be used for the structural assessment of existing road structures unless agreed with the Bridge Management Section of the NRA Eurocodes must be used as the basis for the design of modification works as follows unless otherwise agreed with the Bridge Management Section of the NRA: Strengthening or upgrading works design. Structural element replacement design. Component replacement design in conjunction with the relevant European Standard for the component Other modification design Where strengthening or modification of the existing structure involves deriving the resistance, serviceability performance and durability of a section that comprises both new and existing materials acting together, the Designer must make a statement in the Report to justify the use of Eurocodes in this situation, taking into account the properties of the existing materials and workmanship compared to those required by the relevant Euronorms upon which the relevant Eurocodes depend. This approach requires specific agreement with the Bridge Management Section of the NRA Where modification works fall outside the scope of the relevant Eurocodes, the Designer must make a statement in the Report to justify the use of Eurocodes Where it is not possible to demonstrate the adequacy of a structural element using Eurocodes, assessment standards may be used to re-examine particular elements/load effects for which failure is determined. See also Clause Eurocodes must be used in conjunction with any relevant European Standards for the design of proprietary structures, temporary structures and temporary works unless otherwise agreed with the NRA. 1/1 August 2011

7 1.6. The Application Rules given in the Eurocodes may not fully cover the design of special types of structures such as moveable bridges or bridges carrying both road and rail/light rail traffic. For such structures additional design rules including values of partial factors, combination factors and values and configurations of actions must be determined for the individual project, in accordance with the relevant Principles given in IS EN Eurocodes may be applied to the design of structures where materials used and / or the actions applied are outside the scope of Eurocodes subject to agreement with the NRA. See also Clause Eurocodes must not be used in combination with other National Standards (Non-Eurocodes) unless otherwise agreed with the NRA. Implementation 1.9. This Standard must be used forthwith on all projects for the design of National Roads except where procurement of works has reached a stage at which, in the opinion of the National Roads Authority, its use would result in significant additional expense or delay progress These requirements must be complied with or a prior agreement to a Departure from Standard must be obtained from the National Roads Authority. Definitions The following definitions apply throughout this Standard: Application Rules As defined in IS EN Departure from Standard EN Criterion, which departs from, or is an aspect not covered by, the Standards contained in the Technical Approval Schedule, the NRA DMRB or project specific requirements. EN documents may be Eurocodes or EuroNorms. Only ENs with the series designation 199X are Eurocodes. Other ENs are EuroNorms. Eurocodes As defined in IS EN Execution As defined in IS EN National Annex (NA) As defined in IS EN Nationally Determined As defined in IS EN Parameter (NDP) Principles As defined in IS EN Published Documents (PD) For the purpose of this Standard, Published Documents are produced by BSI and contain non-contradictory complementary information (NCCI) to assist in the application of Eurocode Principles. 1/2 August 2011

8 Third Party Any person, organisation or other legal identity that is not employed directly or indirectly by the Roads Authority Overseeing Organisation and Standards are defined in NRA Introduction to the NRA Design Manual for Roads and Bridges (NRA DMRB 1.0.A), Designer and Road Authority are defined in NRA BD 02/09 (NRA DMRB 1.1.1A), National Standards (non Eurocodes) are defined as National Standards that, prior to being replaced by Irish National Standards (Eurocodes) are used for the design of road structures, such as BS Abbreviations The following abbreviations are used in this Standard: BSI British Standards Institution CEN Comité Européen de Normalisation (European Committee for Standardization) D&B PPP NRA TAR SR PD Design and Build Public Private Partnership National Roads Authority Report Standard Recommendations Published Document (BSI) 1/3 August 2011

9 2. USE OF EUROCODES General INTERIM REQUIREMENTS FOR THE USE OF EUROCODES FOR THE DESIGN 2.1. The Designer must ensure that the design is compliant with the Principles and Application Rules of Eurocodes, which have precedence over National Roads Authority Design Manual for Road and Bridges (NRA DMRB) documents and other supplementary guidance For the design of road structures in materials other than concrete, steel and composite concrete and steel, such as masonry, timber and aluminium, no specific guidance is given in this Standard The Designer must propose a list of non-contradictory complementary information (NCCI), including relevant BSI Published Documents to be used where appropriate for the individual project for agreement with the NRA in the Report. Eurocodes 2.3. The relevant Eurocodes for the design of road structures are listed in Specific requirements of the NRA for aspects not covered in Eurocodes and/or to set a value that differs from a NDP given in the Irish National Annex are given in Annex A The Irish National Annex may contain references to Published Documents (listed in 3.6) which should be used where available unless stated otherwise in this Standard For the purpose of this Standard, the clause numbers of Published Documents listed in Annex B, for aspects not covered by and/or outside the scope of Eurocodes, must be considered as requirements for the design of road structures. Status of Design Manual for Roads and Bridges (NRA DMRB) Documents 2.6. The NRA DMRB documents listed in Annex C1 and the additional guidance and requirements listed thereof must be used for the design of road structures. The NRA DMRB documents listed in Annex C2 must not be used with Eurocodes (unless agreed otherwise with the Bridge management Section of the NRA) In cases where Eurocodes are used for the design, any identified aspects of the NRA DMRB documents which are in conflict with the Eurocodes must be reported to the Standards Section of the NRA. See Clause 2.1. Use of Supplementary Guidance 2.8. Supplementary guidance and advice from recognised sources and publications from professional institutions may be used. See Clause 2.1. Where applicable the source should be specified in the reports defined in NRA BD 2 for prior approval by the NRA. 2/1 August 2011

10 Technical Approval Procedure INTERIM REQUIREMENTS FOR THE USE OF EUROCODES FOR THE DESIGN 2.9. Technical Approval for the design of new and modifications to road structures using Eurocodes must be in accordance with NRA BD 2 and additional requirements given in this Standard Departures from Eurocodes and Irish National Annexes (Eurocodes) are not permitted except as follows: There is adverse safety implication in the application of Eurocode and/or Irish National Annexes in the design. (NRA should be notified without delay) Error in the Eurocode and/or Irish National Annexes has been identified and it is being considered by NSAI or CEN for an amendment or corrigendum. Aspects not covered by Eurocode or Irish National Annexes. Application to assessment of existing structure In cases where Clauses 1.6 and / or 1.7 apply, approval for a Departure from Standard must be obtained from the NRA For PD clauses treated as requirements as listed in Annex B; Departures may be permitted subject to the agreement of the NRA If agreed, this information must be agreed with the NRA and recorded in the reports defined in NRA BD For PD clauses not treated as a requirement; if the Designer adopts a design that is contrary to the recommendation given in the PD clauses, this information must be recorded on an addendum to the Report and be subject to agreement with the NRA PD :2010: Background paper to the UK National Annex to BS EN clause 2.5. Types of reinforcement other than those covered in IS EN must only be used with approval from the NRA For Categories 2 and 3 structures, the use of PD :2010 Background paper to the UK National Annex to BS EN clause 2.22, PD :2008 Recommendations for the design of structures to BS EN :2005 clauses (limiting stress ranges in Tables 2A and 2B), 8.2.2, (use of guidance provided in CIRIA Report C660), 9.1 and 10.1 must be agreed with the NRA PD :2009 is not applicable in Ireland. NRA BD 60 Use of IS EN for the Design of Accidental Actions is adopted The guidance given within Annex D of IS EN 15050:2007 is not applicable in Ireland. Bridge deck continuity at supports for decks constructed using precast concrete elements shall follow the requirements of NRA BD 57 (NRA DMRB 1.3.7) Where Eurocodes are used, information listed in Annex D relating to the individual project, options and choice of method adopted must be recorded for Categories 1, 2 and 3 structures. This information must be provided by the Designer to the Checker as indicated in Annex D. 2/2 August 2011

11 3. REFERENCES The following documents are referred to in the text of this Standard including the Annexes (except documents in Annex C2 which are not included): NRA DMRB and UK Highways Agency DMRB BA 26/94 BA 28/92 BA 36/90 BA 41/98 BA 42/03 BA 47/99 BA 59/94 BA 67/96 BA 68/97 BA 72/03 BA 74/06 BA 82/00 BA 84/02 BA 85/04 BA 92/07 NRA BD 02 BD 7/01 BD 10/97 BD 12/01 BD 20/92 BD 29/04 Expansion Joints for Use in Highway Bridge Decks Evaluation of Maintenance Costs in Comparing Alternative Designs for Highway Structures The use of permanent formwork The Design and Appearance of Bridges The Design of Integral Bridges (As implemented by NRA Addendum) Waterproofing and Surfacing of Concrete Bridge Decks Design of Highway Bridges for Hydraulic Action Enclosure of Bridges Crib Retaining Walls Maintenance of Road Tunnels (UK DMRB) Assessment of Scour at Highway Bridges Formation of Continuity Joints in Bridge Decks Use of Stainless Steel Reinforcement in Highway Structures Coatings for Concrete Highway Structures and Ancillary Structures The Use of Recycled Concrete Aggregates in Structural Concrete of Structures on Motorways and other National Roads Weathering Steel for Highway Structures (As implemented by NRA Addendum) Design of Highway Structures in Areas of Mining Subsidence (As implemented by NRA Addendum) Design of Corrugated Steel Buried Structures with Spans Greater than 0.9 Metres and up to 8.0 Metres (As implemented by NRA Addendum) Bridge Bearings. Use of BS 5400: Part 9: 1983 (As implemented by NRA Addendum) Design Criteria for Footbridges (As implemented by NRA Addendum) 3/1 August 2011

12 BD 33/94 BD 35/06 BD 36/92 BD 41/97 BD 43/90 BD 45/93 BD 47/99 BD 51/98 NRA BD 52/07 BD 53/95 NRA BD 57/10 NRA BD 60/10 BD 62/07 BD 63/07 BD 65/97 BD 67/96 BD 68/97 BD 70/03 BD 78/99 BD 82/00 BD 90/05 BD 91/04 BD 94/07 HA 66/95 Expansion Joints for Use in Highway Bridge Decks (As implemented by NRA Addendum) Quality Assurance Scheme for Paints and Similar Protective Coatings (As implemented by NRA Addendum) Evaluation of Maintenance Costs in Comparing Alternative Designs for Highway Structures (As implemented by NRA Addendum) Reinforced clay brickwork retaining walls of pocket type and grouted cavity type construction (As implemented by NRA Addendum) The Impregnation of Reinforced and Prestressed concrete Highway Structures using Hydrophobic Pore-Lining Impregnants (As implemented by NRA Addendum) Identification Marking of Highway Structures (UK DMRB) Waterproofing and Surfacing of Concrete Bridge Decks (As implemented by NRA Addendum) Portal and Cantilever Signs/Signal Gantries (As implemented by NRA Addendum) The Design of Road Bridge Parapets Inspection and Records for Road Tunnels (UK DMRB) Design for Durability Use of IS EN For the Design of Accidental Actions As Built, Operational and Maintenance Records for Highway Structures (UK DMRB) Inspection of Highway Structures (UK DMRB) Design Criteria for Collision Protection Beams Enclosure of Bridges (As implemented by NRA Addendum) Crib Retaining Walls (As implemented by NRA Addendum) Strengthened/Reinforced Soils and Other Fills for Retaining Walls and Bridge Abutments. (As implemented by NRA Addendum) Design of Road Tunnels (As implemented by NRA Addendum) Design of Buried Rigid Pipes (As implemented by NRA Addendum) Design of FRP Bridges and Highway Structures Unreinforced Masonry Arch Bridges Design of Minor Structures (UK DMRB) Environmental Barriers (UK DMRB) 3/2 August 2011

13 NRA TD 19 NRA TD 27 Requirement for Road Restraint Systems Cross-Sections and Headrooms 3.2. Manual of Contract Documents for Road Works Work in Progress - further guidance to be provided at some point in the future British Standards BS 5400 Steel, concrete and composite bridges BS 5628 Code of practice for the use of masonry 3.4. Irish Standards: Eurocodes (The listed documents were current at the time of preparation of this standard; It is the Designer s responsibility to ensure that the documents used are the most recent revision and to use the relevant published amendments and corrigenda.) IS EN 1990: A1:2005 Eurocode 0: Basis of structural design NA to IS EN 1990: A1:2005 Irish National Annex to Eurocode 0 Basis of structural design i) IS EN :2002 Eurocode 1: Actions on structures. General Actions. Densities, selfweight, imposed load for buildings NA to IS EN :2002 Irish National Annex to Eurocode 1: Actions on structures. General Actions. Densities, self-weight, imposed load for buildings ii) IS EN :2003 Eurocode 1: Actions on structures. General Actions. Snow loads NA to IS EN :2003 Irish National Annex to Eurocode 1: Actions on structures. General Actions. Snow loads iii) IS EN :2005 Eurocode 1: Actions on structures. General Actions. Wind actions NA to IS EN :2005 Irish National Annex to Eurocode 1: Actions on structures. General Actions. Wind actions iv) IS EN :2003 Eurocode 1: Actions on structures. General Actions. Thermal actions NA to IS EN :2003 Irish National Annex to Eurocode 1: Actions on structures. General Actions. Thermal actions v) IS EN :2005 Eurocode 1: Actions on structures. General Actions. Actions during execution NA to IS EN :2005 Irish National Annex to Eurocode 1: Actions on structures. General Actions. Actions during execution 3/3 August 2011

14 vi) IS EN :2006 Eurocode 1: Actions on structures. General Actions. Accidental actions NA to IS EN :2006 Irish National Annex to Eurocode 1: Actions on structures. Part 1-7 : Accidental actions vii) IS EN :2003 Eurocode 1: Actions on structures. Traffic loads on bridges NA to IS EN :2003 Irish National Annex to Eurocode 1: Actions on structures. Traffic loads on bridges i) IS EN :2005 Eurocode 2: Design of concrete structures Part 1-1: General rules and rules for buildings NA to IS EN :2005 Irish National Annex to Eurocode 2: Design of concrete structures Part 1-1: General rules and rules for buildings ii) IS EN :2005 Eurocode 2: Design of concrete structures Part 2: Concrete bridges Design and detailing rules NA to IS EN :2005 Irish National Annex to Eurocode 2: Design of concrete structure Part 2: Concrete bridges Design and detailing rules iii) IS EN :2006 Eurocode 2: Design of concrete structures Part 3: Liquid retaining and containment structures i) IS EN :2005 Eurocode 3: Design of steel structures Part 1-1 General rules and rules for buildings NA to IS EN :2005 Irish National Annex to Eurocode 3: Design of steel structures Part 1-1 General rules and rules for buildings ii) IS EN :2006 Eurocode 3: Design of steel structures Part 1-3 General rules Supplementary rules for cold-formed members and sheeting NA to IS EN :2006 Irish National Annex to Eurocode 3: Design of steel structures Part 1-3 Supplementary rules for cold-formed members and sheeting iii) IS EN :2006 Eurocode 3: Design of steel structures Part 1-4 General rules Supplementary rules for stainless steels iv) NA to IS EN :2006 Irish National Annex to Eurocode 3: Design of steel structures Part 1-4 Supplementary rules for stainless steels IS EN :2006 Eurocode 3: Design of steel structures Part 1-5 Plated structural elements NA to IS EN :2006 Irish National Annex to Eurocode 3: Design of steel structures Part 1-5 Plated structural elements v) IS EN :2007 Eurocode 3: Design of steel structures Part 1-6 Strength and stability of shell structures 3/4 August 2011

15 NA to IS EN :2007 Irish National Annex to Eurocode 3: Design of steel structures Part 1-6 Strength and stability of shell structures (under preparation at the time of publication of this document) vi) IS EN :2007 Eurocode 3: Design of steel structures Part 1-7 Plated structures subject to out of plane loading NA to IS EN :2007 Irish National Annex to Eurocode 3: Design of steel structures Part 1-7 Plated structures subject to out of plane loading vii) IS EN :2005 Eurocode 3: Design of steel structures Part 1-8 Design of joints NA to IS EN :2005 Irish National Annex to Eurocode 3: Design of steel structures Part 1-8 Design of joints viii) IS EN :2005 Eurocode 3: Design of steel structures Part 1-9 Fatigue NA to IS EN :2005 Irish National Annex to Eurocode 3: Design of steel structures Part 1-9 Fatigue ix) IS EN :2005 Eurocode 3: Design of steel structures Part 1-10 Material toughness and through-thickness properties NA to IS EN :2005 Irish National Annex to Eurocode 3: Design of steel structures Part 1-10 Material toughness and through thickness properties x) IS EN :2006 Eurocode 3: Design of steel structures Part 1-11 Design of structures with tension components NA to IS EN :2006 Irish National Annex to Eurocode 3: Design of steel structures Part 1-11 Design of structures with tension components xi) IS EN :2007 Eurocode 3: Design of steel structures Part 1-12 Additional rules for the extension of EN 1993 up to steel grades S 700 NA to IS EN :2007 Irish National Annex to Eurocode 3: Design of steel structures Part 1-12 Additional rules for the extension of EN 1993 up to steel grades S 700 xii) IS EN :2006 Eurocode 3: Design of steel structures Part 2 Steel bridges NA to IS EN :2006 Irish National Annex to Eurocode 3: Design of steel structures Part 2 Steel bridges xiii) IS EN :2007 Eurocode 3: Design of steel structures Part 5 Piling NA to IS EN :2007 Irish National Annex to Eurocode 3: Design of steel structures Part 5 Piling i) IS EN :2005 Eurocode 4: Design of composite steel and concrete structures Part 2 General rules and rules for bridges NA to IS EN :2005 Irish National Annex to Eurocode 4: Design of composite steel and concrete structures Part 2 General rules and rules for bridges 3/5 August 2011

16 i) IS EN :2005 Eurocode 5: Design of timber structures Part 1-1 General common rules and rules for buildings NA to IS EN :2005 Irish National Annex to Eurocode 5: Design of timber structures Part 1-1 General common rules and rules for buildings ii) IS EN :2005 Eurocode 5: Design of timber structures Part 2 Bridges NA to IS EN :2005 Irish National Annex to Eurocode 5: Design of timber structures Part 2 Bridges i) IS EN :2005 Eurocode 6: Design of masonry structures Part 1-1 General rules for reinforced and unreinforced masonry structures NA to IS EN :2005 Irish National Annex to Eurocode 6: Design of masonry structures Part 1-1 General rules for reinforced and unreinforced masonry structures ii) IS EN :2006 Eurocode 6: Design of masonry structures Part 2 Design considerations, selection of materials and execution of masonry NA to IS EN :2006 Irish National Annex to Eurocode 6: Design of masonry structures Part 2 Design considerations, selection of materials and execution of masonry iii) IS EN :2006 Eurocode 6: Design of masonry structures Part 3 Simplified calculation methods for unreinforced masonry structures NA to IS EN :2006 Irish National Annex to Eurocode 6: Design of masonry structures Part 3 Simplified calculation methods for unreinforced masonry structures i) IS EN :2005 Eurocode 7: Geotechnical design Part 1 General rules NA to IS EN :2005 Irish National Annex to Eurocode 7: Geotechnical design Part 1 General rules ii) IS EN :2007 Eurocode 7: Geotechnical design Part 2 Ground investigation and testing i) IS EN :2005 Eurocode 8: Design of structures for earthquake resistance Part 1 General rules, seismic actions and rules for buildings ii) IS EN :2006 Eurocode 8: Design of structures for earthquake resistance Part 2 Bridges iii) IS EN :2005 Eurocode 8: Design of structures for earthquake resistance - Part 5 Foundations, retaining structures and geotechnical aspects i) IS EN :2007 Eurocode 9: Design of aluminium structures Part 1-1 General structural rules NA to IS EN :2007 Irish National Annex to Eurocode 9: Design of aluminium structures - Part 1-1 General structural rules ii) IS EN :2007 Eurocode 9: Design of aluminium structures Part 1-3 Structures susceptible to fatigue 3/6 August 2011

17 NA to IS EN :2007 Irish National Annex to Eurocode 9: Design of aluminium structures - Part 1-3 Structures susceptible to fatigue iii) IS EN :2007 Irish National Annex to Eurocode 9: Design of aluminium structures Part 1-4 Cold formed structural sheeting NA to IS EN :2007 Irish National Annex to Eurocode 9: Design of aluminium structures - Part 1-4 Cold formed structural sheeting 3.5. Other Irish/European Standards IS EN 1337 Structural bearings IS EN Hot rolled products of structural steels Part 5: Technical delivery conditions for structural steels with improved atmospheric corrosion resistance IS EN Precast concrete products Bridge elements BS :2010 Code of practice for strengthened / reinforced soils and other fills 3.6. BSI Published Documents PD :2011 Recommendations for the design of structures to BS EN PD :2007 Background paper to the UK National Annex to BS EN PD :2009 Background paper to the UK National Annex to BS EN [PD :2009 Recommendations for the design of structures to BS EN ] not for use in Ireland, NRA BD 60 Use of IS-EN is adopted PD :2011 Recommendations for the design of structures to BS EN PD :2010 Background paper to the UK National Annexes to BS EN and BS EN PD :2008 Recommendations for the design of structures to BS EN : PD :2011 Recommendations for the design of structures subject to traffic loading to BS EN : PD :2008 Recommendations for the design of structures to BS EN PD :2009 Recommendations for the design of structures to BS EN PD :2008 Recommendation for the design of bridges to BS EN PD :2007 Background paper to BS EN and the UK National Annex to BS EN PD 6698:2009 Recommendations for the design of structures for earthquake resistance to BS EN /7 August 2011

18 PD 6703: Structural bearings Guidance on the use of structural bearings PD : Recommendations on the execution of steel bridges to BS EN Other Publications The following documents are referred to in the text of this Standard including the Annexes CIRIA Document C660 Early-age thermal crack control in concrete 3/8 August 2011

19 ANNEX A: SPECIFIC REQUIREMENTS FOR WORKING LIFE, RELIABILITY MANAGEMENT, TRAFFIC LOADS, CONCRETE COVER AND EARTHQUAKE RESISTANCE IS EN 1990:2002 BASIS OF STRUCTURAL DESIGN Design working life A.1 Design working life category classifications are given in Table A.1. The required design working life must be specified for the individual structure and included in the Report. Table A.1 Design working life Working life category 1 (temporary structures, up to 10 years design working life) Temporary structures (1) Working life category 2 (replaceable structural parts, up to 50 years design working life) Bridge bearings Waterproofing systems Expansion joints Parapets Safety barriers Working life category 3 (Short term structures, up to 50 years design working life) Lighting columns Columns for Traffic signs/signals M & E installations Working life category 4 ( years design working life) CCTV masts, High mast lighting Environmental Noise Barriers Sign and signal gantries Bridge gantries, access systems Working life category 5 ( 120 years design working life) Bridges Retaining walls Tunnels Buried structures (1) Structures or parts of structures that can be dismantled with a view to being re-used must not be considered as temporary. A.2 Unless specified in other Standards of the NRA DMRB or project specific requirements, the design working life of a road structure should be determined with due consideration given for, amongst other things, functional requirement, safety, consequence, traffic disruption, durability, sustainability, financial and practical feasibility if it were to be replaced in the future. IRISH NATIONAL ANNEX TO IS EN 1990: 2002 A.3 With reference to the Irish NA to IS EN 1990, requirements for the Reliability Classes, the corresponding Design Supervision Levels and Inspection Levels for road structures must be as given in Table A.2. based on the corresponding structure category. The information should be recorded in the Report A/1 August 2011

20 Whole structure Category as defined in NRA BD 2 Consequence Class IS EN 1990 Table B1 i) For the whole structure ii) For structural elements Reliability Class IS EN 1990 Table B2 Design Supervision Level IS EN 1990 Table B4 Checker Category Table A.2 - Categories and Structural Reliability Classes 0 1 and 2 3 CC1 project specific agreed with NRA CC2 project specific agreed with NRA CC3 project specific agreed with NRA Comments Structural elements may be designated a higher or lower Consequence Class than for the whole structure. Where a higher consequence class is designated the designer must inform the Checker. RC1 Note A1 RC2 RC3 Note A1 For whole structure. DSL1 DSL2 DSL3 For the whole structure. NRA BD 2 clause NRA BD 2 clause NRA BD 2 clause 3.20 (a) 3.20 (b) 3.20 (c) Inspection Level IL2 or IL3 IL2 or IL3 IL2 or IL3 For a whole during execution IS EN 1990 Table B5 structure or parts of structure. Inspection Level project specific project specific project specific To be specified in during execution for the Contract individual projects Documents. Note A1: K Fl must be taken as 1,0 and not modified as stated in B3.3 Table B3 of IS EN 1990:2002. A.4 Higher or lower classes and/or levels than those given in Table A.2 may be considered subject to agreement with the NRA. TRAFFIC LOADS ON BRIDGES Traffic loads on road structures A.5 Road structures that carry traffic loads must be designed for IS EN load models LM1, LM2 and, if appropriate for pedestrians, LM4. A.6 Road structures that carry traffic must also be designed for all the SV models given in LM3 as defined in the Irish National Annex to IS EN A.7 The required SV models to be considered in the design must be agreed with the NRA for the individual structure. Recommendations are given in Table A.3. A/2 August 2011

21 Table A.3 SV model vehicles for the design Class of road carried by road structure National and Regional Roads (or principal road extensions thereof) Other Roads as agreed by NRA SV models SV 196 SV100 Pedestrian loads on road structures A.8 Figure NA.9 in the Irish National Annex to IS EN :2003 contains errors that are being addressed. Figure A.1 is the correct version and must be used instead. Figure A.1 New Figure NA.9 Reduction factor,, to allow for the unsynchronized combination of pedestrian actions within groups and crowds 0.8 Effective span, Seff (m) Reduction faction on effective number of pedestrians, Structural damping - logarithmic decrement, A/3 August 2011

22 Heavy Load Route A.9 Where a road structure carries traffic on a route that is designated by the Roads Authority as a Heavy Load Route, the structure must be designed for the appropriate SOV models as defined in the Irish NA to IS EN and/or specific individual vehicles as required. These loads must be agreed with the NRA. Bridges which are subjected to an agreement with a Third Party A.10 Accommodation bridges should be designed for IS EN load models LM1, LM2, LM4 and, if appropriate LM3 and agreed with the National Roads Authority. A.11 Where the provision of a structure is the subject of an agreement with a Third Party, then the Third Party must be notified by the Roads Authority of the traffic loading the structure will be able to carry. This must be done before any agreement is concluded between the Roads Authority and the Third Party. As the Third Party will often not be familiar with road design loading models, the loading must be translated into any agreement in terms of actual vehicles represented by the design loading. Concrete Cover A.12 With reference to the Irish NA to IS EN , Subclause (5), the minimum cover value (c min,dur ) for reinforcement and prestressing tendons in normal weight concrete taking account of the exposure classes must be as given in the c min,dur cover table within NRA BD 57 (DMRB 1.3.7). This information shall be recorded in the Report. A/4 August 2011

23 DESIGN OF STRUCTURES FOR EARTHQUAKE RESISTANCE A.13 The provisions of EN 1998 need not apply unless otherwise specified by the NRA. Any specific seismic requirements, where appropriate (see PD 6698 and Table A.5 for further information), should be considered for the individual structure. Table A.5 - Importance Classes of Roads Structures NRA BD 2 structure Category Consequence Class EN 1990 Table B1 Importance Class EN clause 2.1(4)P Note 0 and Comments CC1 CC2 CC3 For a whole structure IC I IC II IC II or IC III as agreed by NRA Seismic design need not be considered for IC I and II A/5 August 2011

24 ANNEX B: CLAUSES OF BSI PUBLISHED DOCUMENTS THAT MUST BE TREATED AS REQUIREMENTS FOR THE DESIGN OF ROAD STRUCTURES These clauses are applicable for the design of concrete, steel and composite steel and concrete road structures. Note: Where a PD Clause references BS, substitute IS. For the design of road structures in other materials such as masonry, timber and aluminium, no guidance is given. See clause 2.2. Published Document PD :2011 Recommendation for the design of structures to BS EN PD :2007 Background paper to the UK National Annex to BS EN PD :2009 Background paper to the UK National Annex to BS EN PD : Recommendations for the design of structures to BS EN PD :2011 Recommendations for the design of structures to BS EN Clause numbers that must be treated as requirements Annex A excluding clauses A and A PD is not applicable in Ireland PD has been published. Clauses will be specified in a later amendment. Referenced Eurocode and Clause None. None. BS EN :2005 Annex E NRA BD 60 Use of IS EN for the design of accidental actions is adopted B/1 August 2011

25 Published Document PD :2010 Background paper to the UK National Annexes to BS EN and BS EN PD :2008 Recommendations for the design of structures to BS EN :2005 PD :2008 Recommendations for the design of structures to BS EN Clause numbers that must be treated as requirements Referenced Eurocode and Clause None. cl. 3.2 BS EN :2004 cl (3) and Annex A cl. 4.3 (first paragraph) BS EN :2004 cl cl. 6.4 BS EN :2004 cl. 5.5 cl. 6.6 (fourth and fifth paragraphs) BS EN :2004 cl cl BS EN :2004 cl (1) cl BS EN cl (107) cl BS EN cl (109) cl (first paragraph) BS EN :2004 cl cl BS EN :2004 cl cl (excluding first paragraph) BS EN :2004 cl. 6.4 cl BS EN :2005 cl. 7.2 (102) cl BS EN :2004 cl. 7.2 (5) cl. 9.2 BS EN :2004 cl cl. 9.4 BS EN :2004 cl cl BS EN :2004 cl (3) and (6) cl Pile caps cl Voided slabs cl. 12 Additional rules for external prestressing cl. 2.2 BS EN :2005 cl. 1.1 (2) cl. 2.3 BS EN :2005 cl. 1.1 (2) cl. 2.4 (third paragraph) BS EN :2005 cl. 1.1 (2) cl. 3 BS EN :2005 cl. 2 (2) cl. 5.2 (Note B1) BS EN :2005 cl. 3 (1) cl. 5.3 (Note B1) BS EN :2005 cl. 3 (1) cl. 6.2 BS EN :2005 cls. 5 & 6 cl BS EN :2005 cls. 5 & 6 cl BS EN :2005 cls. 5 & 6 B/2 August 2011

26 Published Document PD :2009 Recommendations for the design of structures to BS EN PD :2008 Recommendation for the design of bridges to BS EN 1993 Clause numbers that must be treated as Referenced Eurocode and Clause requirements cl BS EN :2005 cls. 5 & 6 cl (Note B2) BS EN :2005 cls. 5 & 6 cl BS EN :2005 cls. 5 & 6 cl BS EN :2005 cls. 5 & 6 cl BS EN :2005 cls. 5 & 6 cl BS EN :2005 cls. 5 & 6 cl BS EN :2005 Annex A cl BS EN :2005 Annex A cl BS EN :2005 cl. A.1 cl BS EN :2005 cl. A.2 cl BS EN :2005 cl. A.3 cl BS EN :2005 cl. A.4 cl.3.2 BS EN :2005 cl.3 cl. 4.2 BS EN :2006 cl cl. 4.3 BS EN :2005 cls. 2.7 & 5 BS EN :2006 Annex D cl. 4.4 BS EN :2005 cl BS EN :2006 cl. 5.2 cl. 4.5 BS EN :2005 cl. 5 BS EN :2006 cls. 5.3 & cl. 5.1 BS EN :2005 cls & BS EN :2006 cls & cl. 5.2 BS EN :2006 cls , & cl. 5.3 BS EN :2006 cl (6) cl. 6.2 BS EN :2006 cls , & cl BS EN :2006 cls & Annex D cl BS EN :2006 cls & Annex D cl. 7.2 BS EN :2006 cls , & cl. 7.3 BS EN :2006 cls & Annex D (Note B3) (Note B3) B/3 August 2011

27 Published Document Clause numbers that must be treated as Referenced Eurocode and Clause requirements cl. 8.2 BS EN :2006 cls , & cl. 8.3 (Note B4) cl. 8.4 BS EN :2006 cls & Annex D cl (Note B4) cl (Note B4) cl. 9 BS EN :2006 cl cl (Note B5) BS EN :2006 cl cl Note B5) BS EN :2006 cl cl Note B5) BS EN :2006 cl cl Note B5) BS EN :2006 cl cl Note B5) BS EN :2005 cl. 5 cl Note B5) BS EN :2005 cl. 5 cl Note B5) BS EN :2005 cl. 5 cl Note B5) BS EN :2005 cl. 5 cl. 11 BS EN :2006 cl cl BS EN :2006 cl. 4.1 cl BS EN :2006 cl. 4.6 cl BS EN :2006 cl. 10 cl (Note B6) BS EN :2006 cl. 8 cl (Note B6) BS EN :2006 cl. 7.2 cl (Note B6) BS EN :2005 cl BS EN :2006 cl (5) cl. 14 BS EN :2006 cls. 2.3 & cl. 15 paragraphs 2,3 and 4 BS EN :2006 cl. 9 cl paragraph 2 BS EN :2006 cl. 9 cl paragraph 2 BS EN :2006 cl. 9 cl (Note B7) BS EN :2006 cl. 9 cl BS EN :2006 cl. 9 cl BS EN :2005 cls. 2.7 & 3.12 cl BS EN :2005 cl cl BS EN :2005 cl (Note B3) B/4 August 2011

28 Published Document Clause numbers that must be treated as Referenced Eurocode and Clause requirements cl BS EN :2005 cl cl BS EN :2005 cl BS EN :2005 cl cl BS EN :2005 cl. 3.4 cl (Note B4) cl (Note B4) cl BS EN :2005 cl. 3 cl BS EN :2005 cl. 4 cl BS EN :2005 cl. 4 cl BS EN :2005 cl. 4 cl paragraphs 2 and 3 BS EN :2006 cl. 9 cl BS EN :2006 cl. 9 cl BS EN :2006 cl. 9 cl BS EN :2006 cls & BS EN :2006 Annex C cl BS EN :2006 cls & BS EN :2006 Annex C cl BS EN :2006 cls & BS EN :2006 Annex C cl BS EN :2006 cls & BS EN :2006 Annex C cl BS EN :2006 cls & BS EN :2006 Annex C cl BS EN :2006 cls & BS EN :2006 Annex C cl BS EN :2006 cls & BS EN :2006 Annex C cl BS EN :2006 cls & BS EN :2006 Annex C cl BS EN :2006 cls & BS EN :2006 Annex C B/5 August 2011

29 Published Document Clause numbers that must be treated as Referenced Eurocode and Clause requirements cl BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 B/6 August 2011

30 Published Document Clause numbers that must be treated as Referenced Eurocode and Clause requirements cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 B/7 August 2011

31 Published Document Clause numbers that must be treated as Referenced Eurocode and Clause requirements cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 B/8 August 2011

32 Published Document Clause numbers that must be treated as Referenced Eurocode and Clause requirements cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 B/9 August 2011

33 Published Document Clause numbers that must be treated as Referenced Eurocode and Clause requirements cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl (Note B9) BS EN :2006 cl. 5.2 cl BS EN :2006 cls & BS EN :2006 Annex C cl BS EN :2006 cls & BS EN :2006 Annex C cl BS EN :2006 cls & BS EN :2006 Annex C cl BS EN :2006 cls & BS EN :2006 Annex C B/10 August 2011

34 Published Document Clause numbers that must be treated as Referenced Eurocode and Clause requirements cl BS EN :2006 cls & BS EN :2006 Annex C cl BS EN :2006 cls & BS EN :2006 Annex C cl BS EN :2006 cls & BS EN :2006 Annex C cl BS EN :2006 cls & BS EN :2006 Annex C cl BS EN :2006 cls & BS EN :2006 Annex C cl BS EN :2006 cls & BS EN :2006 Annex C cl. 26 BS EN :2006 cl. 7.4 PD :2007 Background paper to BS EN All clauses where appropriate. PD :2011 Recommendations for the design of structures subject to All Clauses where appropriate. traffic loading to BS EN :2004 Note B1. Either the Safe life method (cl. 5.2) or Damage tolerant method (cl. 5.3) must be used. INTERIM REQUIREMENTS FOR THE USE OF EUROCODES FOR THE DESIGN Note B2. The gross geometrical stress concentrating effects listed are not exhaustive and Designers should consider other cases as appropriate. Note B3. The expressions for non dimensional slenderness as given in clauses 6.2, 7.2 and 8.2 should only apply to uniform I, channel, angle or T sections. They should not be used for rectangular or trapezoidal box sections or solid rectangular sections. Note B4. The clauses are not covered by Eurocodes. Note B5. Requirement if second order analysis is not undertaken. Note B6. If computer analysis is used Designers must take these stresses into account. B/11 August 2011

35 Note B7. Other load effects including but not limited to differential settlement, soil pressures and wind may need to be considered. Note B8. The specific requirements for the design of plated diaphragms, cross frames, the design for torsion and distortion, are not given in Eurocodes. However the reference clauses should provide the necessary guidance. Note B9. Requirement if hand method of calculation is used. B/12 August 2011

36 ANNEX C: STATUS OF THE NRA DMRB DOCUMENTS AND THE GUIDANCE OR REQUIREMENTS FOR USE WITH EUROCODES The standards in the NRA DMRB that are to be used with Eurocodes are listed in Annex C1. Those that are not to be used with Eurocodes are listed in Annex C2 ANNEX C1 NRA DMRB Standard Status of NRA Additional guidance and/or requirements to be DMRB Standard applied for design in conjunction with Eurocodes (see for use with 2.1) Eurocodes APPROVAL PROCEDURES AND GENERAL DESIGN (NRA DMRB 1) Approval Procedures (NRA DMRB 1.1) NRA BD 2 Technical NRA BD 2 to be None. Acceptance of Structures applied on Motorways and Other National Roads (NRA DMRB 1.1.1A) Other Procedural Documents (NRA DMRB 1.2) BD 36 (As implemented by BD 36 (As NRA Addendum) implemented by Evaluation of maintenance NRA Addendum) costs in comparing to be applied. alternative designs for highway structures (NRA DMRB 1.2.1) BA 28 Evaluation of BA 28 to be maintenance costs in applied. comparing alternative designs for highway structures (NRA DMRB 1.2.2) General Design (NRA DMRB 1.3) NRA BD 60 Use of IS EN NRA BD 60 to be for the Design of applied Accidental Actions None. None. None. C1/1 August 2011

37 NRA DMRB Standard Status of NRA DMRB Standard for use with Eurocodes BA 59 Design of highway Advice Note bridges for hydraulic actions (NRA DMRB 1.3.6) Additional guidance and/or requirements to be applied for design in conjunction with Eurocodes (see 2.1) Bridges crossing rivers, estuaries and flood plains may be vulnerable to damage or loss due to hydraulic action, and to scour in particular. Designers must consider protection or otherwise minimise these risks by taking account of the effects the bridge and approaches have on the existing hydraulic regime and the various forms of hydraulic action including but not confined to: foundation failure due to scour and bank erosion, hydraulic forces on piers and bridge decks, the effects of debris, ice forces and ship collision. NRA BD 57 Design for durability (DMRB 1.3.7) BA 41 The design and appearance of bridges (NRA DMRB ) BA 42 (As implemented by NRA Addendum) The design of integral bridges (incorporating amendment no. 1 dated May 2003) (NRA DMRB ) BD 10 (As implemented by NRA Addendum) Design of highway structures in areas of mining subsidence (NRA DMRB ) NRA BD 57 to be applied. Advice Note Not to be used. However, the additional guidance and/or requirements in this annex must be taken into consideration. BD 10 (As implemented by NRA Addendum) to be applied except references to BS The additional guidance and/or requirements in this annex must also be taken into consideration. At the concept stage the relevant river and navigation authorities must be consulted to agree the criteria for flow capacity and navigation requirements. The design must take into account effects both upstream and downstream of the structure and future likely changes to the river regime and navigation requirements. Additional guidance is given in BA 74 Assessment of scour at bridges (NRA DMRB ) and HA 45/09 Road drainage and water environment (UK DMRB ) None. None. The recommendations of PD shall be adopted. Sections 3.14, 3.20 and 3.33 make reference to a standard that conflict with Eurocodes (BS 5400). Prior to the publication of a revised version of BD 10 (As implemented by NRA Addendum), the relevant Eurocodes should be used in lieu of BS C1/2 August 2011

38 NRA DMRB Standard Status of NRA DMRB Standard for use with Eurocodes BA 84 Use of stainless steel Advice Note reinforcement in highway structures (NRA DMRB ) BD 90 Design of FRP BD 90 to be bridges and highway applied. structures (NRA DMRB ) INTERIM REQUIREMENTS FOR THE USE OF EUROCODES FOR THE DESIGN Additional guidance and/or requirements to be applied for design in conjunction with Eurocodes (see 2.1) When designing for durability in accordance with NRA BD 57 (NRA DMRB 1.3.7), consideration should be given to options for eliminating or reducing the use of corrodible ferrous reinforcement. None. DESIGN (SUBSTRUCTURES AND SPECIAL STRUCTURES) MATERIALS (NRA DMRB 2) Substructures (NRA DMRB 2.1) BD 41 (As implemented by NRA Addendum) Reinforced clay brickwork retaining walls of pocket type and grouted cavity type construction use of BS 5628:Part 2:1995 (NRA DMRB 2.1.1) BD 68 (As implemented by NRA Addendum) Crib retaining walls (NRA DMRB 2.1.3) Not to be used. However, the additional guidance and/or requirements in this annex must be taken into consideration. See clause 2.2. Design must be in accordance with IS EN Materials and Construction Details must be in accordance with NRA MCDRW Volume 1, Series 600, Cluase 625. BD 70 (As implemented by NRA Addendum) Strengthened/reinforced soils and other fills for retaining walls and bridge abutments. (NRA DMRB 2.1.5) Not to be used. However, the additional guidance and/or requirements in this annex must be taken into consideration. Design must be in accordance with BS :2010. Special Structures (NRA / UK DMRB 2.2) C1/3 August 2011

39 NRA DMRB Standard Status of NRA DMRB Standard for use with Eurocodes BD 51 (As implemented by BD 51 (As NRA Addendum) Portal implemented by and cantilever signs/signal NRA Addendum) gantries (NRA DMRB to be applied except 2.2.4) Chapters 3 and 4. The additional guidance and/or requirements in this annex must also be taken into consideration. BD 65 Design criteria for collision protection beams (NRA DMRB 2.2.5) BD 65 to be applied. The additional guidance and/or requirements in this annex must also be taken into consideration. Additional guidance and/or requirements to be applied for design in conjunction with Eurocodes (see 2.1) Gantries should be designed to withstand static, dynamic, environmental and impact loading; safe for use by maintenance personnel and easily replaceable. Appropriate risk assessment should be undertaken for protection against vehicle impact. Passive safety consideration should be addressed. Mechanical and electrical engineers should be consulted with regard to electrical safety on impact. Chapters 3 and 4 of BD 51 on loadings for the design of portal and cantilever sign/signal gantries are based on standards such as BS 5400 and BD 37 that conflict with Eurocodes. Prior to the publication of a revised version of BD 51 (As implemented by NRA Addendum), the relevant Eurocodes should be used for the design of portal and cantilever sign/.signal gantries. The combined effect of axial compression, torsion and biaxial bending shall be catered for in the design. See IS EN and NRA BD 60 for accidental loading. Deformation criteria and the limiting structural deformations given in Chapter 4 apply. BD 65 makes references to a number of standards that are in conflict with Eurocodes. Prior to the publication of a revised version of BD 65, the relevant Eurocodes should be used in lieu of the referenced standards. Annex A - vertical sag requirement should be the same as that given in NRA TD 27 Cross-sections and headrooms (NRA DMRB 6.1.2). BD 12 (As implemented by NRA Addendum) Design of corrugated steel buried structures with spans greater than 0.9 metres and up to 8.0 metres (NRA DMRB 2.2.6) BD 67 (As implemented by NRA Addendum) Enclosure of bridges (NRA DMRB 2.2.7) BD 12 to be applied. BD 67 (As implemented by NRA Addendum) to be applied. BD 12 makes reference to a number of standards that are in conflict with Eurocodes. Prior to the publication of a revised version of BD 12 (As implemented by NRA Addendum), the relevant Eurocodes should be used in lieu of the relevant standards. BD 67 (As implemented by NRA Addendum) makes reference to a number of standards that are in conflict with Eurocodes. Prior to the publication of a revised version of BD 67 (As implemented by NRA Addendum), the relevant Eurocodes should be used in lieu of the relevant standards. C1/4 August 2011

40 NRA DMRB Standard Status of NRA DMRB Standard for use with Eurocodes BA 67 Enclosure of bridges Advice Note. The (NRA DMRB 2.2.8) additional guidance and/or requirements in this annex must also be taken into consideration. Additional guidance and/or requirements to be applied for design in conjunction with Eurocodes (see 2.1) See guidance and/or requirements for BD 67 (As implemented by NRA Addendum) Enclosure of bridges (NRA DMRB 2.2.7). BD 29 (As implemented by NRA Addendum) Design criteria for footbridges (NRA DMRB 2.2.8) NRA TD 19 Requirement for road restraint systems (NRA DMRB 2.2.8A) BD 29 (As implemented by NRA Addendum) to be applied. The additional guidance and/or requirements in this annex must also be taken into consideration. NRA TD 19 to be applied. Footbridges should be designed to ease walking and cycling taking account of likely pedestrian and cyclist flows. Account should also be taken of the requirements of mobility-impaired persons including the elderly, people with prams or with walking difficulties and heavily laden shoppers. Footbridges can be prone to various forms of damage, misuse and vandalism by users. Consideration should be given to likely vandalism at the location and whether enclosures are required. Protection measures including security should be provided. Materials vulnerable to fire damage, graffiti and of high scrap value should be avoided at high risk locations The following references are made to standards that conflict with Eurocodes: BD 37 in clauses 4.1, 5.2, 5.4 and 12.7 BD 49 in clause 8.3 BD 60 in clauses 4.1, 5.2 and 6.2 BS 5400 in clause 1.2, 5.1 and 5.3 BS 5268 and BS 8118 in clause 5.3 Prior to the publication of a revised version of BD 29 (As implemented by NRA Addendum), the relevant Eurocodes should be used in lieu of the referenced standards. None. C1/5 August 2011

41 NRA DMRB Standard Status of NRA DMRB Standard for use with Eurocodes BD 78 (As implemented by BD 78 (As NRA Addendum) Design of implemented by road tunnels (NRA DMRB NRA Addendum) 2.2.9) to be applied. The additional guidance and/or requirements in this annex must also be taken into consideration. BD 82 (As implemented by NRA Addendum) Design of buried rigid pipes (NRA DMRB ) BD 91 Unreinforced masonry arch bridges (NRA DMRB ) BD (As implemented by NRA Addendum) 82 to be applied. Materials and Components (NRA DMRB 2.3) BD 20 (As implemented by Not to be used. NRA Addendum) Bridge However, the bearings. Use of BS 5400: additional guidance Part 9: 1983 (NRA DMRB 2.3.1) and/or requirements in this NRA BD 52 The Design of Road Bridge Parapets (NRA DMRB 2.3.3) BD 47 (As implemented by NRA Addendum) Waterproofing and surfacing of concrete bridge decks (NRA DMRB 2.3.4) annex must be taken into consideration. NRA BD 52 to be applied BD 47 (As implemented by NRA Addendum) to be applied. Additional guidance and/or requirements to be applied for design in conjunction with Eurocodes (see 2.1) The design requirements, including loading, must comply with the Eurocodes. Road tunnels must be provided with mechanical and electrical systems to enable the tunnels to be safe for use by motorists and by those who need to enter the tunnel, during normal operation, maintenance and emergencies. The design, supply, installation and testing of individual M&E systems must take due account of the requirements in BD 78 (As implemented by NRA Addendum) Design of road tunnels (NRA DMRB 2.2.9), BD 53 Inspection and records for road tunnels (UK DMRB 3.1.6) and BA 72 Maintenance of road tunnels (UK DMRB 3.2.3). None. See clause 2.2. Design of bearings must be in accordance with IS EN 1337 and PD Road Structures must be provided, where appropriate, with structural bearings providing the means of transferring loads between the superstructure and substructure while accommodating and/or controlling the articulation. The bearings must, amongst other things, cater for the forces of gravity, traffic, wind and friction to which the bridge is subjected, together with the translational and rotational movements arising, amongst other things, from temperature changes, creep, shrinkage and prestress, and from permanent and traffic loading. None. None. C1/6 August 2011

42 NRA DMRB Standard Status of NRA DMRB Standard for use with Eurocodes BA 47 Waterproofing and Advice Note. The surfacing of concrete bridge additional guidance decks (NRA DMRB 2.3.5) and/or requirements in this annex must also be taken into consideration. Additional guidance and/or requirements to be applied for design in conjunction with Eurocodes (see 2.1) See guidance and/or requirements for BD 47 (As implemented by NRA Addendum) Waterproofing and surfacing of concrete bridge decks (NRA DMRB 2.3.4). BD 33 (As implemented by NRA Addendum) Expansion joints for use in highway bridge decks (NRA DMRB 2.3.6) BA 26 Expansion joints for use in highway bridge decks (NRA DMRB 2.3.7) BD 33 (As implemented by NRA Addendum) to be applied. The additional guidance and/or requirements in this annex must also be taken into consideration. Advice Note. The additional guidance and/or requirements in this annex must also be taken into consideration. See also EN Expansion joints, which are provided to accommodate movement, must have good riding quality and skid resistance, and must not cause a hazard to any road user, including motorcyclists, cyclists, pedestrians and animals where they have access. Expansion joints must be capable of sustaining traffic loading, including traction and skidding loading, and movements due to traffic, temperature, creep, shrinkage, lateral movement and settlement. Expansion Choice of joint must consider the range of movement to be accommodated, the whole life cost of providing the joint (including traffic delay costs of installation, maintenance and replacement), system environmental issues, sustainability and the noise generated. The same joint must continue across the full width of the deck including footway, verge, hardshoulder and central reserve. BD 33 (As implemented by NRA Addendum) makes reference to standards that conflict with Eurocodes. Prior to the publication of a revised BD 33 (As implemented by NRA Addendum) the relevant Eurocodes shall be used in lieu of the referenced standard. See guidance and/or requirements for BD 33 (As implemented by NRA Addendum) Expansion joints for use in highway bridge decks (DMRB 2.3.6). C1/7 August 2011

43 NRA DMRB Standard Status of NRA DMRB Standard for use with Eurocodes BA 36 The use of permanent Not to be used. formwork (NRA DMRB However, the 2.3.7) additional guidance and/or requirements in this annex must be taken into consideration. BA 82 Formation of continuity joints in bridge decks (NRA DMRB 2.3.7) BD 7 (As implemented by NRA Addendum) Weathering steel for highway structures (NRA DMRB 2.3.8) Advice Note. BD 7 (As implemented by NRA Addendum) to be applied. The additional guidance and/or requirements in this annex must also be taken into consideration. Additional guidance and/or requirements to be applied for design in conjunction with Eurocodes (see 2.1) The required cover to permanent formwork shall comply with details provided within BD57. Permanent formwork must be safe for use and capable of resisting all load effects arising during construction, operation or maintenance, without detrimental deflection or risk of uncontrolled displacement. Where provided, temporary seals must be suitable for the proposed use. The adequacy of proposals for permanent formwork should be demonstrated through the use of certified manufacturer s data or though site testing. None. The requirements of BD 7 (As implemented by NRA Addendum) are to be adopted for the design of weathering steel structures, subject to the following amendments. In BD 7 (As implemented by NRA Addendum), where reference is made to IS EN 10155, this standard has been superseded by IS EN , which should be adopted. In BD 7 Clause 4.2, delete, in accordance with clause 7.2 of BS 5400: Part 3, BA 92 Use of recycled concrete aggregates in structural concrete (NRA DMRB 2.3.9) Advice Note. In BD 7 Clause 4.3, delete, in accordance with BS 5400: Part 3, None. Paints and other Protective Coatings (NRA DMRB 2.4) BD 35 (As implemented by BD 35 (As Steelwork in road structures must be protected against NRA Addendum) Quality implemented by corrosion by a protection system. assurance scheme for paints NRA Addendum) and similar protective to be fully applied. coatings (NRA DMRB The additional 2.4.1) guidance and/or requirements in this annex must also be taken into consideration. C1/8 August 2011

44 NRA DMRB Standard Status of NRA Additional guidance and/or requirements to be DMRB Standard applied for design in conjunction with Eurocodes (see for use with 2.1) Eurocodes BD 43 (As implemented by BD 43 (As None. NRA Addendum) The implemented by impregnation of reinforced NRA Addendum) and prestressed concrete to be applied. highway structures using hydrophobic pore-lining impregnants NRA (DMRB 2.4) BA 85 Coatings for concrete Advice Note. None. highway structures & ancillary structures (DMRB 2.4.3) INSPECTION AND MAINTENANCE (NRA DMRB 3) Inspection (NRA DMRB 3.1) BD 45 Identification BD 45 for Identification of road structure shall be in accordance markings of highway reference. with the requirements of the Bridge Management structures (NRA DMRB Section of the NRA ) Maintenance (UK DMRB 3.2) BD 62 As built, operational BD 62 to be and maintenance records for applied. The highway structures (UK DMRB 3.2.1) additional guidance and/or requirements in this annex must also be taken consideration. ROAD GEOMETRY (NRA DMRB 6) Links (NRA DMRB 6.1) NRA TD 27 Cross-sections and headrooms (NRA DMRB 6.1.2) into NRA TD 27 to be applied. ENVIRONMENTAL DESIGN AND MANAGEMENT (UK DMRB 10) Environmental Barriers (UK DMRB 10.5) HA 66 environmental HA 66 to be fully barriers (UK DMRB ) applied except Chapters 6 and 7 and Appendices A, B and C. The additional guidance and/or requirements in this annex must also be taken consideration. into Where appropriate see also BD 53 Inspection and records for road tunnels (UK DMRB 3.1.6) and BD 63 Inspection of highway structures (UK DMRB 3.1.4). See also NRA BD 02 and Contract specific requirements. High Load Routes: If particular routes are nominated as High Load Routes by the National Roads Authority. If the structures are identified to be along these routes, headroom must be provided as required for the route. Environmental barriers, providing visual screening and noise reduction, should be designed to resist all load effects arising during operation, or maintenance, without rupture or instability, detrimental deflection or vibration. Consideration should be given to the environmental impact of the barrier itself. Chapters 6 and 7 and Appendices A, B and C of HA 66 contain design rules based on standards such as BS 5400 and BD 37 that conflict with Eurocodes. Prior to the publication of a revised version of HA 66, the relevant Eurocodes should be used for the design of environmental barriers. C1/9 August 2011

45 ANNEX C2: NRA DMRB Standards & Advice Notes not to be used with Eurocodes (unless agreed otherwise with the Bridge Management Section of the NRA) APPROVAL PROCEDURES AND GENERAL DESIGN (NRA DMRB 1) General Design (NRA DMRB 1.3) NRA BD 24 The design of concrete highway bridges and structures. Use of BS 5400: Part 4: 1990 (NRA DMRB 1.3.1) BD 15 (As implemented by NRA Addendum) General principles for the design and construction of bridges: use of BS 5400: Part 1: 1988 (NRA DMRB 1.3.2) BD 49 (As implemented by NRA Addendum) Design rules for aerodynamic effects on bridges (NRA DMRB 1.3.3) NoteC1 BA 40 Tack welding of reinforcing bars (NRA DMRB 1.3.4) BD 58 (As implemented by NRA Addendum) Design of bridges and concrete structures with external and unbonded prestressing (NRA DMRB 1.3.9) BA 58 Design of bridges and concrete structures with external and unbonded prestressing (NRA DMRB ) BA 53 Bracing systems and the use of U-frames in steel highway bridges (NRA DMRB ) BD 9 (As implemented by NRA Addendum) The use of BS 5400 Part 10: 1980 code of practice for fatigue (NRA DMRB ) BD 13 (As implemented by NRA Addendum) Design of steel bridges. Use of BS :2000 (NRA DMRB 1.3) BD 16 (As implemented by NRA Addendum) Design of composite bridges. Use of BS 5400: Part 5: 1979 (NRA DMRB 1.3) BD 28 (As implemented by NRA Addendum) Early thermal cracking of concrete (NRA DMRB 1.3.) BD 37 (As implemented by NRA Addendum) Loads for highway bridges (NRA DMRB ) BA 9 The use of BS 5400 Part 10: 1980 code of practice for fatigue (NRA DMRB 1.3) BA 19 Use of BS :1982 (NRA DMRB 1.3) BA 24 Early thermal cracking of concrete (NRA DMRB 1.3) BD 84 (As implemented by NRA Addendum) Strengthening of concrete bridge supports for vehicle impact using fibre reinforced polymers (NRA DMRB ) BD 85 Strengthening highway structures using externally bonded fibre reinforced polymers (NRA DMRB ) DESIGN (SUBSTRUCTURES AND SPECIAL STRUCTURES) MATERIALS (NRA DMRB 2) Substructures (NRA DMRB 2.1) BD 42 (As implemented by NRA Addendum) Design of embedded retaining walls and bridge abutments (NRA DMRB 2.1.2) BD 30 (As implemented by NRA Addendum) Backfilled retaining walls and bridge abutments (NRA DMRB 2.1) BA 80 Use of rock bolts (NRA DMRB 2.1.7) BD 74 (As implemented by NRA Addendum) Foundations (NRA DMRB 2.1.8) BA 68 Crib retaining wall (NRA DMRB 2.1.4) Special Structures (NRA DMRB 2.2) BD 31 (As implemented by NRA Addendum) The design of buried concrete box and portal frame structures (NRA DMRB ) Materials and Components (NRA DMRB 2.3) BA 37 Priority Ranking of Existing Parapets (NRA DMRB 2.3.2) INSPECTION AND MAINTENANCE (NRA DMRB 3) Inspection (NRA DMRB 3.1) Maintenance (NRA DMRB 3.2) Repair (NRA DMRB 3.3) Assessment (NRA DMRB 3.4) Note: C1 Refer to PD This volume is not to be used with Eurocodes unless otherwise noted in Annex C1 or agreed with the Bridge Management Section of the NRA. C2/1 August 2011

46 ANNEX D: PROJECT SPECIFIC INFORMATION TO BE RECORDED IN THE TECHNICAL ACCEPTANCE REPORT AND OTHER DOCUMENTATION A list of choices and options are compiled in this Annex. It is the responsibility of the compiler of the Report and to ensure that the Standards, references and clauses used are relevant and up-to-date. Information is to be recorded only if applicable and/or where recommended values/methods are not used. Where the information to be recorded in the Report is not available at the time of its submission, this should be noted. The information should be added when available to the Report or addendum Report as appropriate. Document and Clause for Choices and Options IS EN 1990:2002 Eurocode 0: Basis of structural design 2.1 Basic Define design events to be taken Requirements into account. (4)P NOTE Serviceability limit states (1)P NOTE Characteristic values of actions (8) Characteristic values of actions (9) A2.1.1 General (1) NOTE 4 A2.2.1 General (10) NOTE A2.2.1 General (13) NOTE A2.2.1 General (15) NOTE 1 A2.2.2 Combination rules for road bridges (3) NOTE Choices and Options Where recorded if applicable to the project Define the serviceability requirements. For accidental actions define the design value A d. For seismic actions define the design value A Ed. Define the combination rules if clauses A2.2.2 to A2.2.5 are changed. Define the requirements for snow loads and wind actions to be taken into account simultaneously with other construction loads (e.g. actions due to heavy equipment or cranes) during some transient design situations. Specify limits on total settlement and differential settlement. Define variable actions to be taken into account for settlements. Define the combination rules for special vehicles with normal traffic and other variable actions. Report Paragraph 6.5 Report Paragraph 6.13 Report Paragraph 6.5 Report Paragraph 6.5 Report Paragraph 7.1 Report Paragraph 6.5 Report Paragraph 8.4 Report Paragraph 8.4 Report Paragraph 6.5 Comment Information to be recorded only if recommended values or methods are not to be used with justification. D/1 August 2011

47 Document and Clause for Choices and Options A2.2.5 Combinations of actions for accidental (non seismic) design situations (2) NOTE 2 A2.2.5 Combinations of actions for accidental (non seismic) design situations (4) NOTE A2.2.6 Values of ψ factors(1) NOTE 3 A2.2.6 Values of ψ factors (1) NOTE 5 Table A2.4(B) - Design values of actions (STR/GEO) (Set B) NOTE 5 Table A2.5 - Design values of actions for use in accidental and seismic combinations of actions (***) A2.3.2 Design values of actions in the accidental and seismic design situations (2) NOTE A Design situations and associated traffic assumptions (1) NOTE Choices and Options Where recorded if applicable to the project Define additional combinations of actions for other accidental design situations. For ship impact define additional requirements. Define representative values of water forces (F wa ). For specific design situations (e.g. calculation of bridge camber for aesthetics and drainage consideration, calculation of clearance, etc.) define the requirements for the combinations of actions to be used. Where actions due to water are not covered by IS EN 1997 (e.g. flowing water), define the combinations of actions to be used. Specify particular seismic design situations. As an example, in the case of bridges built by the cantilevered method, some construction loads may be considered as simultaneous with the action corresponding to the accidental fall of a prefabricated unit. Define the relevant representative values. Define the design situations. Report Paragraph 6.5 Report Paragraph 6.5 Report Paragraph 6.5 Report Paragraph 6.7 Report Paragraph 6.5 Report Paragraph 6.5 Report Paragraph 6.5 Report Paragraph 6.5 Comment D/2 August 2011

48 Document and Choices and Options Where recorded if Comment Clause for applicable to the project Choices and Options A Design Define traffic categories and the situations and relevant design situations. Report Paragraph 6.5 associated traffic assumptions (3) NOTE 1 NA to IS EN 1990:2002 Irish National Annex for Eurocode - Basis of structural design NA NOTE Report Paragraph NA IS EN 1990, A.2.2.1(2), Note 1 General NA A.2.2.2(4), Note NA A.2.2.2(6), Note NA A.2.2.3(2), Note NA A.2.2.3(3), Note NA A.2.2.3(4), Note NA A.2.2.6(1), Note 3 NA A.2.3.1(7) The values of design working life in Table NA.2.1 are indicative. Alternative values of design working life may be determined for the individual project. Determine combinations involving actions that are outside the scope of IS EN Determine the combination of snow loads and group loads gr1a and gr1b. Depending upon the local climatic conditions determine a different simultaneity rule for wind and thermal actions. Depending upon the local climatic conditions define a different simultaneity rule for wind and thermal actions. Determine the combination of snow loads and group loads gr1a and gr1b. For footbridges on which pedestrian and cycle traffic is fully protected from all types of bad weather, determine combinations of actions. Determine representative values of water actions F wa. Record general and local scour depths if assessed. Define requirements for taking account of forces due to ice pressure on bridge piers, etc. Report Paragraph 7.3 Report Paragraph 6.5 Report Paragraph 6.5 Report Paragraph 6.5 Report Paragraph 6.5 Report Paragraph 7.3 Report Paragraph 6.5 Report Paragraph 2.9 Information to be recorded only if recommended values or methods are not to be used with justification Information to be recorded only if recommended values or methods are not to be used with justification Information to be recorded only if recommended values or methods are not to be used with justification Information to be recorded only if recommended values or methods are not to be used with justification Information to be recorded only if recommended values or methods are not to be used with justification D/3 August 2011

49 Document Clause Choices Options NA A.2.3.1(8) and for and Choices and Options Where recorded if applicable to the project In the case where γ P values for prestressing actions are not provided in the relevant design Eurocodes, these values should be determined for the individual project. Report Paragraph 7.1 Comment D/4 August 2011

50 Document and Clause for Choices and Options Table NA.8 Design values of actions (EQU) (Set A) Choices and Options Where recorded if applicable to the project Prestressing γ P as defined in the relevant design Eurocode or for the individual project and agreed with the Authority. NOTE 2 For self-weight of water, ground-water pressure and other actions dependent on the level of water, no partial factor is specified in this National Annex. The design value of such actions may be directly assessed in accordance with (2)P and (6)P of IS EN :2005. Alternatively a safety margin may be applied to the characteristic water levels set out in (8) of IS EN :2005. Partial factors for such actions may be determined for the individual project (see (2) of IS EN :2005). NOTE 4 For all other actions, not covered in NOTES 1 to 3, the partial factors should be determined for the individual project. NOTE 7 Partial factors for actions involving aerodynamic effects of wind on bridges should be determined for the individual project. Guidance on the factors to be considered may be found in PD NOTE 9 For verification of uplift of bearings of continuous bridges in cases where the verification of static equilibrium also involves the resistance of structural elements or the ground γ values may be determined for the individual project as an alternative to separate verifications based on Tables NA.A2.4(A)-(C), see also IS EN 1990:2002, (4). Report Paragraph 7.1 Comment D/5 August 2011

51 Document and Clause for Choices and Options Table NA.9 Design values of actions (STR/GEO) (Set B) Choices and Options Where recorded if applicable to the project Prestressing γ P as defined in the relevant design Eurocode or for the individual project and agreed with the Authority. NOTE 3 For self-weight of water, ground-water pressure and other actions dependent on the level of water, no partial factor is specified in this National Annex. The design value of such actions may be directly assessed in accordance with (2)P and (6)P of IS EN :2005. Alternatively a safety margin may be applied to the characteristic water level (see (8) of IS EN :2005). Partial factors for such actions may be determined for the individual project (see (2) of IS EN :2005). NOTE 5 For all other actions, not covered in NOTES 2 to 4, the partial factors should be determined for the individual project. NOTE 8 Partial factors for actions involving aerodynamic effects of wind on bridges should be determined for the individual project. Guidance on the factors to be considered may be found in PD NOTE 10 For particular verifications, the values of γ G and γ Q may be sub-divided into γ g and γ q and the model uncertainty factor γ Sd. A value of γ Sd = 1,15 can be used except where otherwise determined for the individual project. Report Paragraph 7.1 Comment D/6 August 2011

52 Document and Clause for Choices and Options Table NA.10 Design values of actions (STR/GEO) (Set C) Choices and Options Where recorded if applicable to the project Prestressing γ P as defined in the relevant design Eurocode or for the individual project and agreed with the Authority. NOTE 2 For self-weight of water, ground-water pressure and other actions dependent on the level of water, no partial factor is specified in this National Annex. The design value of such actions may be directly assessed in accordance with (2)P and (6)P of IS EN :2005. Alternatively a safety margin may be applied to the characteristic water level (see (8) of IS EN :2005). Partial factors for such actions may be determined for the individual project and agreed with the relevant authority, but see (2) of IS EN :2005. NOTE 4 For all other actions, not covered in NOTES 1 to 3, the partial factors should be determined for the individual project. NOTE 7 Partial factors for actions involving aerodynamic effects of wind on bridges should be determined for the individual project. Guidance on the factors to be considered may be found in PD NOTE 9 For particular verifications, the values of γ Q may be sub-divided into γ q and the model uncertainty factor γ Sd. A value of γ Sd between 1,05 and 1,15, should be determined for the individual project. Report Paragraph 7.1 Comment D/7 August 2011

53 Document and Choices and Options Where recorded if Comment Clause for applicable to the project Choices and Options Table NA.11 The seismic design situation Design values of should be used only when Report Paragraph 6.5 actions for use in specified for the individual accidental and project (see IS EN 1998). seismic combinations of actions b) NA Determine serviceability A.2.4.1(2) Note requirements and criteria. Report Paragraph 7.1 NA Annex Record if a design for a lower or B higher consequence class is Report Paragraph 4.7 considered. NA Annex Record if a design based on C probabilistic methods is Report Paragraph 7.1 considered. IS EN :2002 Eurocode 1: Actions on structures. General Actions. Densities, self-weight, imposed load for buildings 4.1 General (1) Define selected values of NOTE densities when a range is given in Report Paragraph the table in Annex A. 4.1 General 2) For materials (e.g. new and innovative materials) which are not covered by the Tables in Annex A, define the characteristic value of the density. Report Paragraph Note 1 Define selected values of ballast / fill density Report Paragraph IS EN :2003 Eurocode 1: Actions on structures. General Actions. Snow loads 1.5 Design assisted by testing Report Paragraph Characteristic values (1) NOTE 1 Tests and proven and/or properly validated numerical methods to obtain snow loads on the construction works. When there are unusual local conditions that need to be taken into account in the characteristic value of snow load on the ground (see NA to IS EN clause NA.2.8). Report Paragraph 6.5 Information to be recorded only if recommended values or methods are not to be used with justification. Information to be recorded only if recommended values or methods are not to be used with justification. NA to IS EN :2003 Irish National Annex to Eurocode 1: Actions on structures. General Actions. Thermal actions NA General (2 nd paragraph) Report Paragraph 7.1 The uniform temperature component and temperature difference component for other types of bridges not covered in IS EN Information to be recorded only if recommended values or methods are not to be used with justification. D/8 August 2011

54 Document and Choices and Options Where recorded if Comment Clause for applicable to the project Choices and Options NA.2.3 Use of Approach 1. Consideration of Report Paragraph 7.1 thermal actions [IS EN :2003, 6.1.2(2)] NA.2.7 The initial temperature difference Temperature at the closure of cantilever Report Paragraph 7.1 difference construction. components [IS EN :2003, 6.1.4(3)] IS EN :2005 Eurocode 1: Actions on structures. General Actions. Actions during execution 1.1Scope (1) NOTE Construction loads (3) NOTE 3.1 General identification of design situations (12) NOTE Define rules concerning the safety of people in and around the construction site. (Out of the scope of this IS EN ) Where construction loads are classified as fixed, define tolerances for possible deviations from theoretical position. For long construction phases, define the scour levels. Information to be recorded only if recommended values or methods are not to be used with justification. 3.3 Serviceability limit states (5) NOTE 4.1 General (5) NOTE 4.4 Actions due to prestressing (1) NOTE 4.7 Wind actions (1) NOTE 4.7 Wind actions (3) NOTE 4.9 Actions caused by water (2) NOTE Define the frequent values of particular actions which need to be considered. Define the friction coefficients. Define specific requirements of prestressing forces during execution. Define the dynamic response design criteria and procedures for wind actions for the execution stages. Define the maximum wind speed for lifting and moving operations or other construction phases that are of short duration. Define the classification of actions caused by water as permanent or variable. / Method Statements D/9 August 2011

55 Choices and Options Where recorded if applicable to the project Document and Clause for Choices and Options 4.9 (4) NOTE 1 A more refined formulation is used to determine F wa. 4.9 (5) NOTE 1 If expression (4.2) is adjusted. Table 4.1 Representation of construction loads (Q c ) If the recommended characteristic value q cc,k is not used. / Method Statements Comment Information to be recorded only if recommended values or methods are not to be used with justification. Information to be recorded only if recommended values or methods are not to be used with justification. Information to be recorded only if recommended values or methods are not to be used with justification General (1) NOTE 2 Define the groupings of loads to be taken into account. / Method Statements NA to IS EN :2005 Irish National Annex to Eurocode 1: Actions on structures. General Actions. Actions during execution NA.2.1 Design rules for auxiliary construction works Define design rules for auxiliary construction works. / Method Statements NA.2.2 Positioning of construction loads classified as free NA.2.4 Return periods for the determination of the characteristic values of variable actions during execution NA.2.5 Rules for the combination of snow loads and wind actions with construction loads NA.2.6 Rules concerning imperfections in the geometry of the structure Define the limits of movement for construction loads classified as free. Define the return periods for the determination of the characteristic values of variable actions during execution. Define the minimum wind velocity during execution. Define rules for combination of snow loads and wind actions with construction loads. Define the imperfections in the geometry of the structure and of structural members. / Method Statements / Method Statements D/10 August 2011

56 Document and Clause for Choices and Options NA.2.7 Criteria associated with serviceability limit states during execution NA.2.8 Serviceability requirements for auxiliary construction works NA.2.9 Actions due to ice, including floating ice NA.2.10 Actions due to atmospheric icing Choices and Options Where recorded if applicable to the project Define the criteria associated with serviceability limit states during execution. Define serviceability requirements for auxiliary construction works. Define the loads and water levels associated with actions due to ice, including floating ice. Define the representative values of the actions due to atmospheric icing. / Method Statements Comment NA.2.11 Recommended characteristic values of construction load Q cb Only record if the recommended minimum values Q ca and Q cb are not to be used. Report paragraph 6.5 Information to be recorded only if recommended values or methods are not to be used with justification. NA.2.12 Construction loads during the casting of concrete NA.2.13 Dynamic effects due to accidental actions NA.2.14 Dynamic effects due to falls of equipment NA.2.16 Seismic actions NA.2.18 Characteristic values of equivalent horizontal forces Only record if the recommended minimum values Q ca and Q cc are not to be used. Define dynamic effects due to accidental actions. Define dynamic effects due to falls of equipment. Define the design values for ground acceleration and the importance factor l for seismic actions. Define the characteristic values of equivalent horizontal forces. Report Paragraph 6.5 and Report Paragraph 7.1 Information to be recorded only if recommended values or methods are not to be used with justification. D/11 August 2011

57 Document and Clause for Choices and Options NA.2.19 Design values of vertical deflections for the incremental launching of bridges NA.2.22 Design values of horizontal friction forces Choices and Options Where recorded if applicable to the project Define the design values of vertical deflections for the incremental launching of bridges Define the design values of horizontal friction forces. Comment The recommended value should be verified and validated. NA.2.24 Determination of friction coefficients μ min Define the friction coefficients μ min and μ max. The recommended values should be verified and validated. and μ max NA.3.1 Actions If Annex B is to be used for road Approval of the NRA on structures or railway structures. Bridge Management during alteration, Section is required reconstruction or demolition IS EN :2006 Eurocode 1: Actions on structures. General Actions. Accidental actions B.5 Risk Define risk acceptance levels acceptance and Report Paragraph 4.7 mitigating measures (4) 2 nd paragraph Information to be recorded only if recommended values or methods are not to be used with justification. Information to be recorded only if recommended values or methods are not to be used with justification. NA to IS EN :2006 UK National Annex to Eurocode 1: Actions on structures. Part 1-7 : Accidental actions NA.2.1 Define accidental actions which Information to be Classification of are not free actions. Report Paragraph 4.7 recorded only if accidental actions [IS EN :2006, 2 (2)] recommended values or methods are not to be used with justification. NA.2.33 Classification system for ships on sea waterways [IS EN :2006, (3) Note 1] Define the characteristics of ships on sea waterways to be taken into account in the case of ship impact on structures. Report Paragraph 6.5 and D/12 August 2011

58 Document and Clause for Choices and Options NA.2.34 Values of frontal and lateral dynamic forces from river and canal traffic [IS EN :2006, (1) Note] NA.2.36 Application area of impact [IS EN :2006, (3) Note 1] Choices and Options Where recorded if applicable to the project Define the values of frontal and lateral dynamic forces due to impact from river and canal traffic. Define the height of application of the impact force and the impact area b x h. Report Paragraph 6.5 and Report Paragraph 6.5 and Comment NA.2.37 Impact Define the equivalent static forces on bridge impact forces on bridge decks Report Paragraph 6.5 and decks from ships from ships. [IS EN :2006, (4) Note] NA.2.38 Dynamic Define the values of frontal and impact forces lateral dynamic impact forces Report Paragraph 6.5 and from seagoing from seagoing ships. ships [IS EN :2006, (1) Note] NA.2.40 Area and Define the area and position of position of impact impact areas. Report Paragraph 6.5 and areas [IS EN :2006, (4)P Note] NA.2.41 Forces Define the forces on on superstructure [IS EN :2006, (5) Note 1] superstructure. Report Paragraph 6.5 and NA.2.42 Define the design requirements Procedures to be for dealing with internal Report Paragraph 6.8 used for types of explosions in road tunnels. internal explosions [IS EN :2006, 5.3 (1)P Note] (3 rd para) IS EN :2003 Eurocode 1: Actions on structures. Traffic loads on bridges D/13 August 2011

59 Document and Clause for Choices and Options Models of road traffic loads (1) NOTE 3 (last para.) Divisions of the carriageway into notional lanes (4) NOTE Load Model 4 (crowd loading) (1) NOTE General (2) NOTE General (2) NOTE Fatigue Load Model 1 (similar to LM1) (1) NOTE Collision forces on structural members (2) NOTE Choices and Options Where recorded if applicable to the project If additional dynamic amplification is to be taken into account. If the rules given in 4.2.3(4) are to be adjusted. Define the application of LM4. If horizontal forces are to be taken into account simultaneously with vertical forces. If the values of Fatigue Load Models 1 and 2 are to be modified. If q rk is to be neglected. Reduced forces for specific project. Report Paragraph 7.1 Report Paragraph 7.1 Report Paragraph 6.3 Report paragraph 7.1 Report Paragraph 7.1 Report Paragraph 7.1 Use of reduced collision loads requires an agreed Departure. Comment Information to be recorded only if recommended values or methods are not to be used with justification. Information to be recorded only if recommended values or methods are not to be used with justification. Information to be recorded only if recommended values or methods are not to be used with justification. Information to be recorded only if recommended values or methods are not to be used with justification. Information to be recorded only if recommended values or methods are not to be used with justification. Information to be recorded only if recommended values or methods are not to be used with justification. 4.8 Actions on pedestrian parapets (2) NOTE Define whether pedestrian parapets can be considered as adequately protected. Report Paragraph Provide details and justification. 5.1 Field of application (2) NOTE 2 For large footbridges define complementary load models, with associated combination rules. Report Paragraph 6.3 Provide details and justification Models of the loads (1) NOTE 1 Define loads due to horses or cattle. Report Paragraph 6.5 Provide details and justification. D/14 August 2011

60 Document and Clause for Choices and Options General (1) NOTE INTERIM REQUIREMENTS FOR THE USE OF EUROCODES FOR THE DESIGN Choices and Options Where recorded if applicable to the project Define other collision forces. Revised collision forces requires an agreed Departure. Report Paragraph 6.3 Comment 5.9 Load model for abutments and If the characteristic value is to be adjusted. Information recorded to only be if walls adjacent to bridges (1) NOTE 2 recommended values or methods are not to be used with justification. NA to IS EN :2003 Irish National Annex to Eurocode 1: Actions on structures. Traffic loads on bridges NA.2.3 Appropriate protection against collision Define the requirements for protection against collision from road and rail traffic. Report Paragraphs and 6.5 Collision loads acting on structures shall not be reduced without an agreed Departure. NA.2.5 Bridges carrying both road and rail traffic Define the rules for bridges intended for both road and rail traffic. Report all relevant aragraphs NA.2.7 Weight restricted bridges NA.2.8 Complementary load models NA.2.9 for vehicles Models special NA.2.16 Load Model 3 (Special Vehicles) (2 nd para) For road bridges where effective means are provided to strictly limit the weight of any vehicle, define specific load models. Define complementary load models and rules for their application. Define complementary load models for special vehicles and rules for their application. Define the choice of the particular STGO or SOV model vehicle. Report Paragraph 6.1 Report Paragraph 7.1 Report Paragraph 6.1 Report Paragraphs 6.2 and 6.4 Specific load models require agreed Departure. Information to be recorded only if recommended load models values or methods are not to be used with justification. Information to be recorded only if recommended values or methods are not to be used with justification. NA.2.25 Fatigue Load Model 3 Table NA.5 Set of equivalent lorries for Fatigue Load Model 4 Define the conditions of application for two vehicles in the same lane. Define specific vehicle axle arrangements. Report Paragraph 6.5 and Report Paragraph 6.5 and D/15 August 2011

61 Document and Clause for Choices and Options NA.2.33 Collision forces on structural members NA.2.34 Actions on pedestrian parapets Choices and Options Where recorded if applicable to the project Define nominal vehicle collision forces on structural members. Define the required class of pedestrian parapet. Report Paragraph 6.5 Report Paragraph Comment Collision forces are to be applied in accordance with IS EN Irish NA to IS EN and NRA BD 60 unless an agreed Departure is approved. NA General (3 rd para) NA Dynamic actions to be considered (2) NA Dynamic actions to be considered (3) NA Steady state modelling of pedestrians in crowded Conditions (3) Define any associated requirements such as: mass gathering (for example marathons, demonstrations); deliberate pedestrian synchronization; vandal loading. Define crowd loading densities. Define whether jogging cases can be neglected. Define alternative appropriate dynamic models. Report Paragraph 7.1 and Report Paragraph 7.1 and Report Paragraph 7.1 and Report Paragraph 7.1 If alternative values are provided provide justification. Alternative appropriate dynamic models shall be justified. NA Recommended serviceability limits for use in design (1) Define exposure factor k4. Information to be recorded only if recommended values or methods are not to be used with justification. NA Recommended serviceability limits for use in design (2) Define exposure factor k4. Report Paragraph 7.1 and Information to be recorded only if recommended values or methods are not to be used with justification. D/16 August 2011

62 Document and Clause for Choices and Options NA Recommended serviceability limits for use in design (3) Choices and Options Where recorded if applicable to the project Define relaxation of the design limits. Report Paragraph 7.1 and Comment Information to be recorded only if recommended values or methods are not to be used with justification. Tables NA.9 to NA.11 Recommended values for the structure height factor k3 Define values of k1, k2 and k3. Report Paragraph 7.1 and Information to be recorded only if recommended values or methods are not to be used with justification. NA to IS EN :2005 Irish National Annex to Eurocode 2: Design of concrete structures Part 1-1: General rules and rules for buildings Table NA.1 Minimum downward load for tie Irish decisions for Nationally beams To be determined for each individual project. Determined Parameters described in IS EN :2005 Sub clause (2) IS EN :2005 Eurocode 2: Design of concrete structures Part 2: Concrete bridges Design and detailing rules 5.7 (105) Non-linear analysis Details of method of non-linear analysis and safety format. Report Paragraph 7.1 and Non-linear analysis to Second order Method based on moment effects with axial magnification factor to load (including Method based on nominal slender column curvature design) /(109)a) 6.1/(109)b) 6.1/(109)c) Longitudinal shear with transverse bending check of concrete crushing Method of 6.2.4/(105) Use of Method Annex MM Report Paragraph 7.1 Report Paragraph 7.1 and Record method used. D/17 August 2011

63 Document Clause Choices Options Annex KK and for and INTERIM REQUIREMENTS FOR THE USE OF EUROCODES FOR THE DESIGN Choices and Options Where recorded if applicable to the project General method (KK.3) Incremental (KK.4) Linear viscoelasticity methods (KK.5) Ageing coefficient (KK.6) PD :2008 Recommendations for the design of structures to BS EN : Plastic Analysis IS EN :2005 Clause 5.6 IS EN :2005, (101)P allows the use of plastic analysis when permitted by National Authorities. Permission for the use of plastic analysis should therefore be sought from the relevant body on a projectspecific basis, see 2.1 of this Standard. Typically this will be part of the technical approval process. Record request to use plastic analysis in Paragraph 7.1 (or addendum) of the Report. Comment To be agreed with the NRA. 12 Additional The following additional rules are Define and record the rules for external recommended for the design of additional rules to be prestressing structures with external applied in the Technical prestressing. The need for their application should be determined on a project-specific basis. Acceptance Report a), b), c) Paragraph , d) Paragraph 7.1. IS EN :2005 Eurocode 3: Design of steel structures Part 1-1 General rules and rules for buildings 5.2.2(3) Treatment of second order effects and imperfections a) both totally by global analysis b) partially by global analysis and partially through individual stability checks of members according to 6.3 c) for basic cases by individual stability checks of equivalent members according to 6.3 using appropriate buckling lengths according to the global buckling mode of the structure. Any serviceability limit state and the associated loading and analysis model should be specified for a project. If relevant record method to be used in the Report Paragraph (3) Record serviceability Serviceability limit state and the limit states, associated loading and General analysis model in the Report Paragraph 7.1. IS EN :2006 Eurocode 3: Design of steel structures Part 1-5: Plated structural elements 2.3 or 2.4 Stress calculation Use effective width models ( 2.3) Use reduced stress method ( 2.4) D/18 August 2011

64 Document and Clause for Choices and Options 3.3(1) Calculation of shear lag effective widths at ULS 4.4(2) Effective crosssection for outstand compression elements 9.2.1(8) Torsional buckling of stiffeners 9.2.1(9) Torsional buckling of stiffeners 10(5) Reduction factor ρ A.1(2) Buckling coefficient k,p C.2(1) Use of FE analysis C.5(2) Use of imperfections C.6(2) Non-linear analysis of plates to EC3-1-5 Annex C stress-strain curve C.8 Limit state criteria E.1(1) Effective areas for the ultimate limit state INTERIM REQUIREMENTS FOR THE USE OF EUROCODES FOR THE DESIGN Choices and Options Where recorded if applicable to the project a) elastic calculation b) combined shear lag and plate buckling c) elastic-plastic calculation Use k σ from Table 4.1 or Table 4.2 Determine k σ from more accurate calculation Criterion given by equation (9.3) More advanced method Criterion given by equation (9.4) More advanced method Use of equation (10.4) Use of equation (10.5) Use of application rules supplied Use of first principles Project Specification to give conditions for use of FEM Equivalent geometric imperfections More refined analysis Use of 3-1-5/C.6(2) curve a) Use of 3-1-5/C.6(2) curve b) Use of 3-1-5/C.6(2) curve c) Use of 3-1-5/C.6(2) curve d) Criteria given in C.8(1) Other criteria: e.g. attainment of the yielding criterion Method in 4.4(2) and 4.4(4) Method in E.1 Report Paragraph 7.1 Report Paragraph 7.1 Comment Information to be recorded only if the recommended value or method not to be used with justification. NA to IS EN :2006 Irish National Annex to Eurocode 3: Design of steel structures Part 1-5 Plated structural elements D/19 August 2011

65 Document and Clause for Choices and Options NA IS EN :2006, C.2(1) INTERIM REQUIREMENTS FOR THE USE OF EUROCODES FOR THE DESIGN Choices and Options Where recorded if applicable to the project Subject to agreement between the client and the relevant authority, Finite Element Methods of analysis may be used with the special care itemised in the subclause. Report Paragraph 7.1 Comment IS EN :2005 Eurocode 3: Design of steel structures Part 1-8: Design of joints 2.4(2) Calculation of Use of linear elastic calculation Use of elastic-plastic calculation Report Paragraph 7.1 resistance of joints Table 6.2 Calculation of Method 1 Method 2 prying forces IS EN :2005 Eurocode 3: Design of steel structures Part 1-9: Fatigue 6.4(1) Determine according to Design value of equation (6.3) modified nominal More accurate calculation stress range A.3 Cycle counting: Stress histories evaluation Rainflow method Reservoir method Stress ranges & number of cycles Mean stresses NA to IS EN :2005 Irish National Annex to Eurocode 3: Design of steel structures Part 1-9 Fatigue NA.2.10 Fatigue. Use of fatigue strength Record fatigue strength Additional fatigue strength categories Δσ c and Δτ c for details categories in Addendum strength categories categories not not covered by I.S. EN to shall be agreed with the covered by Tables 8.1 to 8.10 or 9:2005, Table 8.1 to Table 8.10 and by Annex B Report Paragraph 7.1 NRA. Annex B IS EN should be subject to agreement :2005, between the client and the Clause 7.1 (5) relevant authorities. PD :2008 Recommendations for the design of structures to IS EN Test Test Specimen To be agreed with NRA specimens Determining fatigue strengths from tests IS EN :2005, 2(4) Record methods for the individual project. and Method Statements on agreement with the NRA. IS EN :2005 Eurocode 3: Design of steel structures Part 1-10: Material toughness and through-thickness properties D/20 August 2011

66 Document and Choices and Options Where recorded if Comment Clause for applicable to the project Choices and Options 2.1(2) Conservative rules in 2 Elements not Evaluation using fracture subject to tension, mechanism ( 2.4) welding or fatigue 2.2(3) Fracture mechanics method Methods to Numerical evaluation determine the toughness requirement IS EN :2006 Eurocode 3: Design of steel structures Part 1-11 Design of structures with tension components 2.2(2) Note Load factors for Same load factor applied to entity G + P permanent loads Separate factors applied to G (G) and prestress and P (P) (see also cl. 5.3) 2.3.6(1) Design for cable replacement 2.3.6(2) Design for cable accidental loss 5.4 Global analysis to allow for nonlinearities B(6) Monitoring cables after installation During replacement of tension components, all elements of the structure should satisfy the relevant serviceability and ultimate limit state requirements without any restrictions to traffic or other imposed loads. Structures should be designed to accommodate the loss of any one hanger at ULS, stay or main cable without any restrictions to traffic or other imposed loads. Cable sag catered for in nonlinear analysis Cable sag accounted for by Ernst equation Project Specification to specify: Monitoring regime and duration Replacement procedure Report Paragraph Report Paragraph 4.3 Report Paragraph 7.1 NA to IS EN :2006 Irish National Annex to Eurocode 3: Design of steel structures Part 1-11 Design of structures with tension components NA.2.1 Replacement and loss of tension components IS EN :2006, 2.3.6(1) If restrictions to traffic and other imposed loads are considered, the restrictions measures should be agreed with the Authority. Record restriction measures in the Technical Acceptance Report Paragraph with full justification. NRA approval required D/21 August 2011

67 Document and Clause for Choices and Options NA.2.2 Replacement and loss of tension components IS EN :2006, 2.3.6(2) Choices and Options Where recorded if applicable to the project Unless specified otherwise for specific projects, structures should be designed to accommodate the loss of any one hanger, stay without any restrictions to traffic or other imposed loads. The structure should be designed to satisfy all ultimate limit state requirements in the accidental combination, including the dynamic effect of cable removal. Give details in Technical Acceptance Report paragraph 4.3 with full justification if structure is not designed to accommodate the loss of any one hanger / stay without any restrictions to traffic or other imposed loads. NRA approval required. Comment NA.2.4 Strengths of steels and wires [IS EN :2006, 3.1(1)] NA.2.5 Corrosion protection of the exterior of Group B tension components IS EN :2006, 4.4 (2) NA.2.8 Persistent design situation during service IS EN :2006, 5.3(2) NA.3.2 Waterproofing [IS EN :2006, A.4.5.1] At present there is no limit to the maximum value for f u. However the current ongoing research might find that extra high strength wire is more susceptible to premature failure. Wires of tensile strengths greater than the recommended maximum value should be agreed and specified in the Project Specification. The corrosion resistance class for the stainless steel should be specified for the individual projects. The aforementioned structures are therefore not within the scope of IS EN :2006, 5.3. If the rules of IS EN are applied to such structure types it is suggested that the actions P and G should have partial factors applied to them separately as required in 5.2 (3). In such cases the project specification should give the values of G and P that are to be used. The tension components should be tested for water-tightness in accordance with article 11.3 of SETRA Cable Stays [1] unless an alternative test is specified in the Project Specification. Specify the tensile strength of wires if it is greater than the recommended maximum in Report Paragraph Specify in the Technical Acceptance Report Paragraph the corrosion resistance class for the stainless steel for the individual project. Specify in the Technical Acceptance Report Paragraph 6.5 the values of G and P for the individual project. Justification and NRA agreement required for alternative maximum values. Alternative testing details require full justification and NRA approval D/22 August 2011

68 Document and Clause for Choices and Options NA.3.3 Annex B(6) Transport, storage, handling Choices and Options Where recorded if applicable to the project Monitoring might be required to confirm that the design assumptions, such as final forces in tension components and vibration of tension components due to wind, rain and traffic, have been met in the completed structure. The Project Specification should specify the required monitoring regime and its duration. Specify the required monitoring regime and its duration for tension components in the and Specification Comment Details of maintenance procedures should be provided which should include at least: - Procedures for minor and major maintenance operations expected during the design lifetime of the tension components; The replacement procedure for a tension component in accordance with the design assumptions made in the Project Specification. Report Paragraph NA to IS EN :2007 Irish National Annex to Eurocode 3: Design of steel structures Part 1-12 Additional rules for the extension of EN 1993 up to steel grades S 700 NA.2.5 IS EN The required strength class of Project specification :2007, 2.8 (4.2 (2)) electrodes should be specified for the individual projects. Agree with the NRA Record the required strength class of electrodes in the Detailed Design. IS EN :2006 Eurocode 3: Design of steel structures Part 2: Steel bridges (1) Components Report Paragraph 4.6 which need to be designed for accidental design situations 3.4(1) Types of cable which are deemed to satisfy the requirements durability 5.2.1(4) Global analysis (α crit 10) for Project Specification to specify components which need to be designed for accidental design situations Project Specification to specify the types of cable which are deemed to satisfy the requirements for durability First order theory Second order theory Report Paragraph D/23 August 2011

69 Document and Clause for Choices and Options Non-linear analysis of plates to EC3-1-5 Annex C stress-strain curve 6.2.8(1) Bending, axial load, shear and transverse loads (1) Use of class 3 sect. prop. With stress limits Members in bending and axial compression 7.11(2) Design of joint details if access is not provided Fatigue stress range Choices and Options Where recorded if applicable to the project Plastic global analysis IS EN clause C.6(2) curve a) IS EN clause C.6(2) curve b) IS EN clause C.6(2) curve c) IS EN clause C.6(2) curve d) Interaction methods (6.2.8 to ) Interaction of stresses (6.2.1) Use class 4 sec. prop. Use class 3 sec. prop. with stress limit. Use of IS EN clause 6.3.3(1) Use of IS EN clause 6.3.3(4) with interaction factors calculated in accordance with Annex A [(5) Note 1 alternative method 1] Use of IS EN clause 6.3.3(4) with interaction factors calculated in accordance with Annex B [(5) Note 1 alternative method 2] Use of IS EN clause Use of IS EN clause (2) All parts effectively sealed against corrosion (with corrosion allowance) Use of weathering steel Use method of IS EN (9) Use stress histories Record specified circumstances where plastic global analysis can be used in the Technical Acceptance Report Paragraph 7.1 and record stress-strain curve used in Finite Element Analysis in the. Report Paragraph IS EN :2007 Eurocode 3: Design of steel structures Part 5 Piling Comment D/24 August 2011

70 Document and Clause for Choices and Options 2.3 (2) Serviceability limit state criteria 2.3 (3) Serviceability limit state criteria 4.1 (6) Durability, General 4.1 (8) Durability, General (4)P Combined walls, General 6.1 (1) Serviceability limit states, Basis INTERIM REQUIREMENTS FOR THE USE OF EUROCODES FOR THE DESIGN Choices and Options Where recorded if applicable to the project Values for the limits given in (1), in relation to the combination of actions to be taken into account according to IS EN 1990, should be defined for each project. Where relevant, values for limits imposed by adjacent structures should be defined for the project. The required design working life for sheet piling and bearing piles should be given for each project. Corrosion protection systems should be defined for each project. It should be stated for each project and agreed with the client whether driving imperfections need to be considered in the design of the combined wall. The design values of any driving imperfections shall be given as percentages of the length of the primary element, assuming a linear distribution. The significance of settlements and vibrations, and their limiting values in each case, should be given for the project taking into account local conditions. Record the values for the limits in relation to the combination of actions to be taken into account in the and Specification. Record in the Technical Acceptance Report Paragraph 7.1 if values for limits are to be imposed by adjacent structures. Record the corrosion protection systems in the Report Paragraph Agree and record in the Report Paragraph 7.1 whether driving imperfections need to be considered in the design of the combined wall. Comment Information to be recorded only if recommended values or methods are not to be used. Design working life for NRA Project is 120 years. IS EN :2005 Eurocode 4: Design of composite steel and concrete structures Part 2: General rules and rules for bridges 5.3.2(1) Equivalent geometric Record whether Imperfection for imperfections should be used with equivalent geometric bridges values that reflect the possible imperfections are used or effects of system imperfections included in the resistance and also member imperfections formulae in the Detailed unless these effects are included Design. in the resistance formulae (4) Determination of internal forces in tension members Simplified method in (5) Method in (6) and (7) A more accurate method according to (2) and (3). D/25 August 2011

71 Document and Clause for Choices and Options (2) Filler beam decks for bridges (3) Account of deformations in filler beam decks (9) Elastic bending strength for Class 4 sections (2) Contribution of concrete slab in shear buckling resistance 6.3.4(2) Distribution of vertical shear 6.4.1(3) LTB of composite beams 6.7.1(6) Composite compression members with bending and axial force INTERIM REQUIREMENTS FOR THE USE OF EUROCODES FOR THE DESIGN Choices and Options Where recorded if applicable to the project Analysis to consider transverse distribution of forces Simplified analysis assuming transverse rigid behaviour. Orthotropic model. Consider concrete as a discontinuous medium. General methods (5.4.3) Method given in (7) and (8) section 4 of IS EN Section 10 of IS EN Design shear connection for tension field action Neglect slab in shear design Assume shear carried on steel beam and reinforced concrete section in proportional to contributions of steel and reinforcement Use a more accurate method EN cl to EN cl EN cl EN cl Non linear cross section resistance and global analysis to 4-2/6.7.2 Simplified method based on slenderness calculation to 4- Comment 2/6.7.2 NA to IS EN :2005 Irish National Annex to Eurocode 7: Geotechnical design Part 1 General rules D/26 August 2011

72 Document and Clause for Choices and Options NA 2.9 IS EN : (1) INTERIM REQUIREMENTS FOR THE USE OF EUROCODES FOR THE DESIGN Choices and Options Where recorded if applicable to the project Comment Design approach Record design approach For road bridges, in footbridges and other Report paragraph 7.1. rigid highway structures, displacements at any point on the structure due to ground movements shall not exceed 25 mm in any direction, nor shall rotations exceed 1 in 500 on any plane. For flexible structures constructed from reinforced earth, (such as embankments, retaining walls and abutments), the above limits should be specified by the designer, taking into account the performance requirements needed to safeguard adjacent construction, including utilities. Typically, the upper limit should not exceed twice the values stated for rigid structures. Performance within the specified Iimits shall be verified by calculation irrespective of the choice of Design Approach to I.S. EN Geotechnical design calculations of predicted ground displacements and rotations shall be based on ground investigation results relevant to the zone of influence of the structure. Serviceability requirements and criteria given in subclauses A2.4.2 and A2.4.3 may be modified and defined as D/27 August 2011

73 Document Clause Choices Options and for and NA.3 Decisions on the use of informative annexes IS EN :2005 NA 2.30 Partial factors on actions IS EN :2005 A.2 NA 2.31 Partial factors on actions or the effect of actions IS EN :2005 A3.1 Choices and Options Where recorded if applicable to the project The limiting values of structural deformation and foundation movement relate primarily to building. Limiting values of structural deformation and foundation movement for other civil engineering works should be determined for the project and agreed, where appropriate, with the client and other relevant authorities. Actions listed in IS EN :2005, for which no values are set in IS EN 1991 may be specified for a particular project. The values of these actions and their partial factors and combination factors should be agreed with the client and relevant authorities. Actions listed in IS EN :2005, for which no values are set in IS EN 1991 may be specified for a particular project. The values of these actions and their partial factors and combination factors might need to be agreed with the client and relevant authorities. Report paragraph 8.5 If required agree and record in the Technical Acceptance Report Paragraph 6.5 values of actions, partial factors and combination factors for actions for which no values are set. If required agree and record in the Technical Acceptance Report Paragraph 6.5 values of actions, partial factors and combination factors for actions for which no values are set. Comment appropriate for the individual project, subject to the prior agreement of the National Roads Authority and/or other relevant authority. Value to be agreed with NRA Values to be agreed with NRA D/28 August 2011

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