APPROVAL IN PRINCIPLE - East Staffordshire · APPROVAL IN PRINCIPLE REVISION (1 ... Link Road and Canal Bridge\Canal Bridge Design\Technical ... The clear span of the bridge between

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BRANSTON LOCKS DEVELOPMENT

NURTON BRIDGE

SCC STRUCTURE REFERENCE NUMBER: - B3933

APPROVAL IN PRINCIPLE

REVISION (1.0)

JANUARY 2016

lisa.roberts

Text Box

P/2016/00474 Received 24.03.2016

Technical Approval of Highway Structures January 2016 Client / Scheme: Structure: Engineers: Staffordshire County Council Nurton Bridge (B3933) SCC / Amey New Development Branston Locks Development

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J:\Highways\Major Projects\Powerhouse Central\Branston Locks\1. Phase One - Link Road and Canal Bridge\Canal Bridge Design\Technical Approval\WIP\AIP Nurton Bridge 01.doc

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1. NAME OF SCHEME 1.1 Type of highway

Road number (TBC), 10.8 metre wide single carriageway crossing the Trent and Mersey canal west of Burton, east of Tatenhill village.

1.2 Permitted traffic speed 30 mph (48 kph) – Proposed

1.3 Existing restrictions

None.

2. SITE DETAILS

2.1 Obstacle crossed

Trent and Mersey Canal

3. PROPOSED STRUCTURE 3.1 Description of Structure and working life

The proposed structure is to be a road bridge crossing the Trent and Mersey Canal, providing access to a new development called Branston Locks.

The new bridge is to consist of a single span reinforced concrete deck supported on reinforced concrete cap beam and sheet pile abutments. The widened carriageway cross section will consist of a 10.8 metre wide single carriageway with a 3.5 metre wide combined foot/cycle way to the south side and a 2.5 metre wide footway to the north side. All services will be carried in the footways of the new structure.

The clear span of the bridge between abutment faces will be approximately 16.130 metres, with a 16.5 degree skew. The wingwalls are to comprise of sheet piles and are to be structurally separate from the abutment sheet piles. Following consultation and outline approval by the Canal and River Trust, (CRT), the exposed faces of both the wingwalls and abutments are to be clad in masonry to match as closely as possible the adjacent Branston Canal Bridge.

3.2 Structural Type

The single span integral bridge is to be cast onto reinforced concrete capping beams supported by load bearing sheet piled abutments. The structure is to have a design working life is to be 120 years (working life category 5).


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Superstructure – Composite concrete deck consisting of ‘TY11’ series precast beams and cast insitu reinforced concrete forming a traditional filler beam deck. The spaces between the ‘TY11’ beams will accommodate services prior to forming the filler beam deck.

Substructure – Cast insitu reinforced concrete cap beam and sheet pile foundations. Approach retaining walls either side of bridge to be sheet pile walls clad in masonry and sloped embankments. 3.3 Foundation Type The sheet piles forming the abutments are to be designed to provide vertical support to the bridge deck, and lateral resistance to earth pressure, thermal and longitudinal loads. Allowance for corrosion of the sheet piles will be made with reference to standard published wastage rates for steel in contact with soil. Sheet piles will be toed into Mercia rock mass approximately 11.0m below existing bridge Towpath level. 3.4 Span Arrangements The clear straight span between abutment walls will be approximately 16.13 metres, (16.830 metre skew span). Based on precast beam manufacturer’s guidance a minimum length of 500mm should be included to accommodate the integral bridge bearings. Based on a 950mm cap beam width it is intended to use a minimum bearing distance of 500mm for each bearing. Thus the bridge deck will have a single straight or square span of approximately 16.83 metres, skew angle of 16.5º, (difference of 16.5º normal to the foundations), and a skew span of 17.5 metres. 3.5 Articulation Arrangements Integral deck and abutment is to have no expansion joints or bearings. Global thermal, braking and traction effects are to be resisted by the soil behind the abutment sheet piles, which will be designed for increased K* lateral pressure in accordance with BA 42/96 – Design of Integral Bridges. The transition between the approach embankment and the bridge deck will be formed using a proprietary geogrid in two layers within the compacted fill. The geotextile will be fixed to the back of the piles using a bodkin connection below cap beam level. The geotextile transition will maintain the retained soil stability while the structurally integral bridge superstructure/abutment is allowed to move via flexure of the sheet piles. 3.6 Proposed classes / levels 3.6.1 Consequence class Consequence class to be CC2 (Medium) in accordance with Table B1, BS EN 1990; 2002.


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3.6.2 Reliability class Reliability class to be RC2 : KFI = 1.0 3.6.3 Inspection level Inspection level to be IL2 in accordance with Table B5, BS EN 1990 ; 2002 3.7 Road restraint system type Parapets are to be a minimum of 1.1 metre high, (1.4 metre high for combined cyclist / pedestrian footway), concrete normal containment N2, level B impact severity level. The external exposed faces of the parapets are to be brick faced and the parapets will be topped with reconstituted stone copings. Road restraint barriers are also required on the approaches and departures to the bridge, consisting of N2 containment and W2 working width. The N2 road restraint barrier transition to parapets is to be confirmed. As the road speed will be less than 50 mph in accordance with TD19/06 an in-house assessment has been undertaken to verify the Vehicle Road Restraint System requirements. The internal faces of the parapets are to be brick faced and the parapets will also include stone copings. 3.8 Proposed Arrangements for Maintenance and Inspection 3.8.1 Traffic management Inspection and future maintenance to the bridge deck surface is to be by single way working controlled by temporary traffic signals or stop/go boards in accordance with Chapter 8 of the Traffic Signs Manual. Inspection and future maintenance to the bridge deck soffit and abutments may require permission from the Canal and River Trust. 3.8.2 Access Access to the deck soffit is to be by a platform mounted a boat, underbridge inspection vehicle, scaffolding or ladder. All will require permission from the Canal River Trust. 3.9 Sustainability issues considered – Materials and finishes Deck: Composite pre-stressed precast concrete TY11 beams and insitu reinforced concrete deck, protected by sprayed waterproofing, indicator mesh and topped with bitmac road and kerb construction. Concrete to the deck and superstructure to be strength class class C40/50 IIA (6-20% fly ash) or IIB-S (21-35% ggbs) to B.S. 8500-1:2006. Exposure classes considered – XD1 to deck soffit and XD3 to parapets.


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Abutments : S240GP PU32 sheet piles, with sections coated in two coats of cut back bitumen emulsion, and otherwise surmounted with a concrete capping beam, integral with deck slab. All visible faces clad in masonry class B engineering brick to match nearby Branston Canal Bridge. The PU32 sheet piles may be upgraded with additional steel sections as required during the detailed design to meet required pile stiffness requirements. Wingwalls : S240GP PU32 sheet piles, with sections coated in two coats of cut back bitumen emulsion. All visible faces clad in masonry class B engineering brick to match nearby Branston Canal Bridge. Concrete to the abutments and foundations to be C32/40 IIA (6-20% fly ash) or IIB-S (21-35% ggbs) to B.S. 8500-1:2006. Mass concrete fill to be ST1 to BS8500. Exposure classes considered –XC2 to foundations, and XD3 to abutments.

Reinforcement to be grade B, Fy=500N/mm² type B or C to comply with B.S. 4449:2005

Finishes - The finishes to the concrete surfaces are to be as follows :- Foundation buried formed surfaces – F1 Foundation buried unformed surfaces – U1 Abutment walls exposed surfaces – F3 Abutment walls hidden surfaces – F1 Deck – vertical exposed surfaces – F3 Deck – vertical hidden surfaces – F1 Deck – horizontal exposed surfaces – U3 Deck – horizontal hidden surfaces – U1 Deck – surfaces to receive waterproofing – U5

All exposed concrete surfaces are to be impregnated in accordance with DMRB standard BD 43/03.

Waterproofing – The deck slab will be waterproofed using a permitted waterproofing system in accordance with clause 2003 of the Specification for Highway Works and to the requirements of BD 47/99. Where required to protect the waterproofing system indicator mesh will be used.

3.10 Risks and hazards considered for design, execution, maintenance and demolition. Consultation with and/or agreement from Principal Designer.

The risks and hazards to both the general public and the workforce during the construction, operation and maintenance of the bridge will be fully considered in the Design Risk Assessment and reviewed regularly during the detailed design phase.

The key risks considered are :-

• Working at height

• Working over and adjacent to water

• Stability of structures during construction

• Safety of pedestrians during construction

• Construction methods


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• Safety during maintenance

• Vehicle impact on the bridge superstructure and substructure

• Services over and under the bridge.

• Stability of canal and infrastructure.

3.11 Estimated cost of the proposed structure together with other structural forms considered (including where appropriate proprietary manufactured structure) and the reasons for their rejection (including comparative whole life costs with dates of estimates)

Estimated capital cost of the proposed structure only (including preliminaries and temporary works, but not including service diversions) is £1.7 million.

a. Upgrade and Widening of Existing Branston Canal Bridge Description Upgrade and widening of existing Branston Canal Bridge Cost £1.8M August 2015 (Spons price database book with inflation factor) Duration 30 weeks Summary The upgrade and widening of this bridge and approaches would require

unacceptable disruption to highway and canal users due to long diversions this option was rejected for social and political reasons.

b. New Steel Beam and Concrete Composite Deck Slab Bridge Description New steel beam and concrete composite deck slab Bridge.

Cost £1.5M August 2015 (Spons price database book with inflation factor ) Duration 26 weeks Summary Scheme rejected on practical construction issues by Canal River Trust

based on scheme archive information because of the need to support formwork over the canal in order to cast insitu parapet plinths.

c. New All Steel Bridge. Description New all steel beam Bridge using steel deck and parapets. Cost £1.3M August 2015 (Spons price database book with inflation factor) Duration 20 weeks Summary Scheme rejected due to aesthetic issues as bridge would span over canal

conservation area and would not blend with existing environment.

d. New Filler Beam Deck with Reinforced Concrete Spread Foundations. Description New Filler Beam Deck and RC Spread Foundations Cost £2.5M August 2015 (Spons price database book with inflation factor)

Duration 34 weeks Summary Scheme rejected due to high water table, 0.9m from existing ground level

which would require extensive temporary and drainage works. Also due to soft layers of soil stratum at depth which will increase the risk of long term settlement of this form of construction.


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3.12 Proposed arrangements for execution 3.12.1 Traffic Management Vehicular and pedestrian access along the new road and over the canal will not be maintained during the construction of the bridge. The Construction Programme for the works is to be discussed by the Main Contractor with the Canal and River Trust in order to agree canal and towpath closures requirements to suit. 3.12.2 Service Diversions No existing services are to be diverted, new services will be laid through bridge deck but this has yet to be agreed. 3.12.3 Interface with existing structures The canal embankments adjacent to the bridge will be sheet piled prior to construction of the bridge proper subject to agreement with the Canal and River Trust. The new sheet piled abutments and wingwalls will be set back approximately 4.0 metres from the existing canal embankments to prevent any surcharge loading. 4. DESIGN CRITERIA 4.1 Actions 4.1.1 Permanent actions Normal weight reinforced concrete, density γ = 25.0 kN/m³ Hot rolled asphalt, density γ = 23.0 kN/m³ 4.1.2 Snow, wind and thermal actions Snow loading is not to be considered. Wind loading in accordance with Section 8 of BS EN 1991-1-4 and NA to BS EN 1991-1-4. Thermal actions considered in accordance with Section 6 of BS EN 1991-1-5 and NA to BS EN 1991-1-5, adopting Approach 2 for determination of vertical temperature difference component. 4.1.3 Loading relating to normal traffic under AW regulations and C&U regulations Load Models 1 & 2 in accordance with BS EN 1991-2 ; 2003 and associated National Annex. 4.1.4 Loading relating to General Order traffic under STGO regulations Load Model 3 – SV100 vehicle in accordance with the UK NA to BS EN 1991-2 ; 2003


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4.1.5 Footway or footbridge live loading Load Model 4 – 5 kN/m2 in accordance with BS EN 1991-2 ; 2003 4.1.6 Loading relating to Special Order Traffic, provision for exceptional abnormal

indivisible loads including location of vehicle track on deck cross section. Not applicable 4.1.7 Accidental actions Accidental actions on the bridge deck to be in accordance with clause 4.7.3 of BS EN 1991-2 and NA to BS EN 1991-2 The abutments are beyond 4.0 metres of the canal embankments so do not need to be designed for accidental loading due to boat impact. 4.1.8 Actions during execution For the purpose of temporary works design, density of fresh concrete to be taken as γ = 26 kN/m³. 4.1.9 Special rules for combination of actions No special requirements 4.1.10 Any special action not covered above Fatigue verification to be carried out using Fatigue Load Model 3 of BS EN 1991-2 4.2 Heavy or high load route requirements and arrangements being made to preserve

the route, including any provision for future heavier loads or future widening Not applicable 4.3 Minimum headroom provided (including allowance for vertical sag compensation

and maximum deflection of structure)

Minimum headroom to be 2.700 metres above towpath, (including allowance for deflection of deck and settlement of supports), based on guidance from the Canal and River Trust. Minimum lateral clearance to abutment wall faces from the canal embankments to be 2.0 metres, based on guidance from the Canal and River Trust.


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4.4 Authorities consulted and any special requirements

Staffordshire County Council Canal and River Trust Statutory Undertakers East Staffordshire Borough Council Environment Agency 4.5 Standards and documents 4.5.1 List of relevant documents from the TAS See attached schedule, Appendix A, (TAS September 2015) 4.5.2 Additional relevant standards and publications

• CIRIA Report C660 – Early-age thermal crack control in concrete

• SCI Publication 163 Integral Steel Bridges – Design Guidance

• SCI Publication 180 Integral Steel Bridges – Worked Example

• Technical Guide 13 Integral Concrete Bridges to EC2: Worked Example

• RFCS-CT-2005-00042 Design of Integral Abutment Bridges with small and medium spans

• EUR 24224 EN - Economic and durable design of composite bridges with integral abutments

• Guidance from Canal and River Trust as and when required see 4.7. 4.6 Proposed departures from Standards and documents given in 4.5. Although not part of the bridge design a Departure from standard for the Vehicle Restraint System, (VRS), is proposed on the south east approach to accommodate an adjoining pedestrian ramp and stair access. The VRS will be reduced in length from 30m to approximately 15m. The VRS departure is to be submitted separately to the bridge design with a CAT 0 design and check certificate for the VRS foundation designed to BD70/03. 4.7 Proposed methods for dealing with aspects not covered by Standards and

documents in 4.5 Where standards and documents stated in 4.5 do not accommodate the design then Canal and River Trust standards will be used as guidance. 4.8 List of record of options and choices (for Category 2 or 3 checks) None


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5. STRUCTURAL ANALYSIS 5.1 Methods of analysis proposed for superstructure, substructure and foundations. Superstructure The deck superstructure will be modelled as a two dimensional (2D) plane frame grillage using computerised analysis software package STRAP. Applied loading will be apportioned to the grillage members using the STRAP pre-processor software for bridge decks. The STRAP Bridge Module will be utilised to analyse the deck in accordance with the Eurocodes using the relevant Dynamic Load Models. A torsionless grillage analysis will be used to model the bridge in both the pinned supported and fixed end states to obtain the worstcase parameters, (flexure, shear and deflection), for the design of the bridge deck as a conservative approach. Substructure Substructure and foundations will be analysed using propriety soil structure interaction software Prosheet provided by Arcelor Mittal for preliminary design, which is similar to software packages utilised by SCI 163 “Integral Steel Bridges – Design Guidance” to establish boundary stiffness parameters. Detailed design will utilise simple elastic hand calculations and computer spreadsheets, using output data from the fixed end superstructure grillage in conjunction with all relevant loads determined for braking, thermal movement and accidental load effects will be utilised to develop a design envelope of load effects. Consideration will be given in the design of the effect of the staged construction sequence. As a detailed check on the above approach the structure will be modelled via STRAP as a plane frame, ( goal post portal structure ), using suitable spring supports to simulate soil stiffness parameters. This Winkler Spring Model approach is also valid in accordance with SCI 163 “Integral Steel Bridges – Design Guidance”. 5.2 Description and diagram of idealised structure to be used for analysis. See Appendix C, idealised structure diagrams for deck analysis and foundation design. 5.3 Assumptions intended for calculation of structural stiffness. Gross element stiffness will be used and element properties will be based on uncracked sections. The following properties will be used in the calculation of element stiffness :- Esteel = 205 kN/mm² , Econc = 31 kN/mm² (concrete grade C40/50 short term). For thermal deformation, settlement, shrinkage and effects of creep, a reduced stiffness corresponding to the cracked section is to be used.


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5.4 Proposed earth pressure coefficients (ka, ko or kp) to be used in the design of earth retaining elements.

Grade 6N granular backfilling material will be used in compliance with BS EN 14475 and the Manual of Contract Documents for Highway Works, Series 600; φ’k and γ’ to be determined by material testing in accordance with table 6/1 of Series 600. Site specific geotechnical data has been developed, and a full geotechnical report detailing all relevant data is included with this document. K* will be calculated in accordance with BA 42/96 “Design of Integral Bridges” and Euronorm NCCI RFCS-CT-2005-00042 Design of Integral Abutment Bridges with small and medium spans. Where site specific values for earth pressure coefficients cannot be obtained then the material will be assumed to have a minimum internal angle of friction of 35 degrees and the following values will be used, Ko=0.6, Ka=0.27 and Kp=3.0 based on tables from Eurocode 7 and guidance from BA 42/96. 6. GEOTECHNICAL CONDITIONS 6.1 Acceptance of recommendations of section 8 of the geotechnical report to be used

in the design and reasons for any proposed changes A detailed geotechnical report is attached to this document. The conceptual design has been based on the geotechnical report issued see Appendix D. 6.2 Summary of design for highway structure in Geotechnical Design Report To be confirmed but refer to Highway Structure Summary Information table in Appendix D which is indicative of current geotechnical conditions. 6.3 Differential settlement to be allowed for in design of structure Anticipated differential settlement to be designed for is to be 20mm, (expected to be minimal), based on available geotechnical data and a series of 6 no. pile tests conducted on the 25th January 2016. All piles were tested until refusal with an equivalent 130 Tonne rated vibratory hammer at depths between 10 – 11.5 metres below towpath level. On this basis each pile had an ultimate tested capacity in excess of 1275 kN which will give an equivalent minimum ultimate support to the bridge deck of 2125 kN/m.


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6.4 If the geotechnical report is not yet available, state when the results are expected and list the sources of information used to justify the preliminary choice of foundations

A Geotechnical report is included based on boreholes located in the bridge support locations. A pile testing report is included based a series of pile tests undertaken in the footprint of the west bridge support area. 7. CHECKING 7.1 Proposed category Category of Checking - Category 2 Design Supervision Level - DSL2 The check shall be carried out by modelling the structure in 3D using STRAP. Restraint in the horizontal and vertical directions shall be provided by applying springs at each node of the sheet piled substructure. Standard Penetration Test, (SPT), results from the boreholes at the bridge location will be used to calculate the compressibility of the soil using accepted correlations and then converted to spring stiffness’s. 7.2 If Category III, name of proposed independent checker Not applicable 7.3 Erection proposals or temporary works for which the Contractor will be required to

arrange an independent check listing parts of the structure affected with reasons for recommending an independent check

Not applicable


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8. DRAWINGS AND DOCUMENTS 8.1 List of drawings and documents accompanying the submission – Appendix A: Technical Approval Schedule Appendix B: Scheme Drawings and Schedules A1 Drawing No. CDX8620/S/001 – Bridge General Arrangement – Visualisation A1 Drawing No. CDX8620/S/002 – Bridge General Arrangement – Technical Details Appendix C: Idealised diagrams for deck analysis and foundation design A1 Drawing No. CDX8620/S/003 – Idealised Structural Model Appendix D: Geotechnical Report Highway Structure Summary Information (Form C)

Additional Geotechnical Information;

• Geotechnical Report relating to borehole logs.

• Test Pile report undertaken on 25/01/2016.


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9. THE ABOVE IS SUBMITTED FOR ACCEPTANCE Signed ……………………………………………………………………………………. Name …………………………………………………………………………………….. Engineering Qualifications………………………………………………………………

(Project / Design / Scheme Engineer)

The AIP is approved for submission to the TAA by: Signed …………………………………………………………………………………… Name …………………………………………………………………………………….. Position held………………………………………………………………………………

(Director or Principal Engineer)

Organisation …………………………………………………………………………….. Date ………………………………………………………………………………………. 10. THIS APPROVAL IN PRINCIPAL IS ACCEPTED BY THE TAA, (STAFFORDSHIRE COUNTY COUNCIL) SUBJECT TO THE AMENDMENTS AND CONDITIONS SHOWN BELOW Signed: ……………………………………………………………………………………… Name: ………………………………………………………………………………………… Position: ………………………………………………………………………………………. Date: ……………………………………………………………………………………………

Technical Approval of Highway Structures January 2016 Client / Scheme: Structure: Engineers: Staffordshire County Council Branston Locks (B3933) SCC / Amey New Development Branston Locks Development

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APPENDIX A - TECHNICAL APPROVAL SCHEDULE "TAS January 2016" Schedule of Documents Relating to Design of Highway Bridges and Structures using National Standards (Eurocodes) British Standards (non-conflicting with Eurocodes) BS 8006-1 ; 2010 Strengthened / Reinforced soils and other fills BS 8006-2 ; 2011 Strengthened / Reinforced soils and other fills - Soil nail design BS 8500-1 ; 2006 Concrete – Complimentary British Standard to BS EN 206-1 Part 1 : Method of specifying and guidance for the specifier BS EN 1317-1 ; 1998 Road Restraint Systems – Part 1 Terminology and general criteria for test methods BS EN 1317-2 ; 1998 Road Restraint Systems – Part 2 Performance classes, impact test acceptance criteria and test methods for safety barriers BS EN 1317-3 ; 2000 Road Restraint Systems – Part 3 Performance classes, impact test acceptance criteria and test methods for crash cushions DD ENV 1317-4 ; 2002 Road Restraint Systems – Part 3 Performance classes, impact test acceptance criteria and test methods for terminals and transitions of safety barriers BS EN 14388 ; 2005 Road traffic noise reducing devices – Specifications BS EN 14475 ; 2006 Execution of special geotechnical works – Reinforced fill BS EN 15050 ; 2007 Precast concrete products – Bridge elements Eurocodes (including UK National Annexes) BS EN 1990 ; 2002 + A1 (2005) Eurocode – Basis of structural design NA to BS EN 1990 ; 2002 + A1 (2005) UK National Annex for Eurocode – Basis of structural design BS EN 1991-1-1 ; 2002 Eurocode 1 – Actions on structures – Part 1-1 : General actions – Densities, self weight, imposed loads for buildings NA to BS EN 1991-1-1 ; 2002 UK National Annex to Eurocode 1 – Actions on structures – Part 1-1 : General actions – Densities, self weight, imposed loads for buildings


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BS EN 1991-1-3 ; 2003 Eurocode 1 – Actions on structures – Part 1-3 : General actions – Snow loads NA to BS EN 1991-1-3 ; 2003 UK National Annex to Eurocode 1 – Actions on structures – Part 1-3 : General actions – Snow loads BS EN 1991-1-4 ; 2005 Eurocode 1 – Actions on structures – Part 1-4 : General actions –Wind actions NA to BS EN 1991-1-4 ; 2005 UK National Annex to Eurocode 1 – Actions on structures – Part 1-4 : General actions –Wind actions BS EN 1991-1-5 ; 2003 Eurocode 1 – Actions on structures – Part 1-5 : General actions – Thermal actions NA to BS EN 1991-1-5 ; 2003 UK National Annex to Eurocode 1 – Actions on structures – Part 1-5 : General actions – Thermal actions

BS EN 1991-1-6 ; 2005 Eurocode 1 – Actions on structures – Part 1-6 : General actions – Actions during execution NA to BS EN 1991-1-6 ; 2005 UK National Annex to Eurocode 1 – Actions on structures – Part 1-6 : General actions – Actions during execution BS EN 1991-1-7 ; 2006 Eurocode 1 – Actions on structures – Part 1-7 : General actions – Accidental actions NA to BS EN 1991-1-7 ; 2006 UK National Annex to Eurocode 1 – Actions on structures – Part 1-7 : General actions – Accidental actions BS EN 1991-2 ; 2003 Eurocode 1 – Actions on structures – Part 2 : Traffic loads on Bridges NA to BS EN 1991-2 ; 2003 UK National Annex to Eurocode 1 – Actions on structures – Part 2 : Traffic loads on bridges BS EN 1992-1-1 ; 2004 Eurocode 2 – Design of concrete structures – Part 1-1 : General rules and rules for buildings NA to BS EN 1992-1-1 ; 2004 UK National Annex to Eurocode 2 – Design of concrete structures – Part 1-1 : General rules and rules for buildings BS EN 1992-2 ; 2005 Eurocode 2 – Design of concrete structures – Part 2 : Concrete bridges – Design and detailing rules NA to BS EN 1992-2 ; 2005 UK National Annex to Eurocode 2 – Design of concrete structures – Part 2 : Concrete bridges – Design and detailing rules BS EN 1992-3 ; 2006 Eurocode 2 – Design of concrete structures – Part 3 : Liquid


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retaining and containment structures NA to BS EN 1992-3 ; 2006 UK National Annex to Eurocode 2 – Design of concrete structures – Part 3 : Liquid retaining and containment structures BS EN 1993-1-1 ; 2005 Eurocode 3 – Design of steel structures – Part 1-1 : General rules and rules for buildings NA to BS EN 1993-1-1 ; 2005 UK National Annex to Eurocode 3 – Design of steel structures – Part 1-1 : General rules and rules for buildings BS EN 1993-1-3 ; 2006 Eurocode 3 – Design of steel structures – Part 1-3 : General rules – Supplementary rules for cold formed members and sheeting NA to BS EN 1993-1-3 ; 2006 UK National Annex to Eurocode 3 – Design of steel structures – Part 1-3 : General rules – Supplementary rules for cold formed members and sheeting BS EN 1993-1-4 ; 2006 Eurocode 3 – Design of steel structures – Part 1-4 : Structures in stainless steel NA to BS EN 1993-1-4 ; 2006 UK National Annex to Eurocode 3 – Design of steel structures – Part 1-4 : Structures in stainless steel BS EN 1993-1-5 ; 2006 Eurocode 3 – Design of steel structures – Part 1-5 : Plated structural elements NA to BS EN 1993-1-5 ; 2006 UK National Annex to Eurocode 3 – Design of steel structures – Part 1-5 : Plated structural elements BS EN 1993-1-6 ; 2007 Eurocode 3 – Design of steel structures – Part 1-6 : Strength and stability of shell structures NA to BS EN 1993-1-6 ; 2007 UK National Annex to Eurocode 3 – Design of steel structures – Part 1-6 : Strength and stability of shell structures BS EN 1993-1-7 ; 2007 Eurocode 3 – Design of steel structures – Part 1-7 : Plated structures subject to out of plane loading

NA to BS EN 1993-1-7 ; 2007 UK National Annex to Eurocode 3 – Design of steel structures – Part 1-7 : Plated structures subject to out of plane loading BS EN 1993-1-8 ; 2005 Eurocode 3 – Design of steel structures – Part 1-8 : Design of Joints NA to BS EN 1993-1-8 ; 2005 UK National Annex to Eurocode 3 – Design of steel structures – Part 1-8 : Design of joints


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BS EN 1993-1-9 ; 2005 Eurocode 3 – Design of steel structures – Part 1-9 : Fatigue Strength NA to BS EN 1993-1-9 ; 2005 UK National Annex to Eurocode 3 – Design of steel structures – Part 1-9 : Fatigue strength BS EN 1993-1-10 ; 2005 Eurocode 3 – Design of steel structures – Part 1-10 : Material thickness and through-thickness properties NA to BS EN 1993-1-10 ; 2005 UK National Annex to Eurocode 3 – Design of steel structures – Part 1-10 : Material thickness and through-thickness properties BS EN 1993-1-11 ; 2006 Eurocode 3 – Design of steel structures – Part 1-11 : Design of structures with tension components NA to BS EN 1993-1-11 ; 2006 UK National Annex to Eurocode 3 – Design of steel structures – Part 1-11 : Design of structures with tension components BS EN 1993-1-12 ; 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 BS EN 1993-1-12 ; 2007 UK 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 BS EN 1993-2 ; 2006 Eurocode 3 – Design of steel structures – Part 2 : Steel Bridges NA to BS EN 1993-2 ; 2006 UK National Annex to Eurocode 3 – Design of steel structures

– Part 2 : Steel bridges –

BS EN 1993-5 ; 2007 Eurocode 3 – Design of steel structures – Part 5 : Piling NA to BS EN 1993-5 ; 2007 UK National Annex to Eurocode 3 – Design of steel structures - Part 5 : Piling

BS EN 1994-2 ; 2005 Eurocode 4 – Design of composite steel and concrete structures – Part 2 : General rules and rules for bridges NA to BS EN 1994-2 ; 2005 UK National Annex to Eurocode 4 – Design of composite steel and concrete structures – Part 2 : General rules and rules for bridges BS EN 1995-1-1 ; 2004 Eurocode 5 – Design of timber structures – Part 1-1 : General -Common rules and rules for buildings NA to BS EN 1995-1-1 ; 2004 UK National Annex to Eurocode 5 – Design of timber structures – Part 1-1 : General – Common rules and rules for buildings BS EN 1995-2 ; 2004 Eurocode 5 – Design of timber structures – Part 2 : Bridges


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NA to BS EN 1995-2 ; 2004 UK National Annex to Eurocode 5 – Design of timber structures – Part 2 : Bridges BS EN 1996-1-1 ; 2005 Eurocode 6 – Design of masonry structures – Part 1-1 : General rules for reinforced and unreinforced masonry structures

NA to BS EN 1996-1-1 ; 2005 UK National Annex to Eurocode 6 – Design of masonry structures – Part 1-1 : General rules for reinforced and unreinforced masonry structures BS EN 1996-2 ; 2006 Eurocode 6 – Design of masonry structures – Part 2 : Design considerations, selection of materials and execution of masonry NA to BS EN 1996-2 ; 2006 UK National Annex to Eurocode 6 – Design of masonry structures – Part 2 : Design considerations, selection of materials and execution of masonry BS EN 1996-3 ; 2006 Eurocode 6 – Design of masonry structures – Part 3 : Simplified calculation methods for unreinforced masonry structures NA to BS EN 1996-3 ; 2006 UK National Annex to Eurocode 6 – Design of masonry structures – Part 3 : Simplified calculation methods for unreinforced masonry structures BS EN 1997-1 ; 2004 Eurocode 7 – Geotechnical design – Part 1 : General rules NA to BS EN 1997-1 ; 2004 UK National Annex to Eurocode 7 – Geotechnical design – Part 1 : General rules BS EN 1997-2 ; 2007 Eurocode 7 – Geotechnical design – Part 2 : Ground investigation and testing NA to BS EN 1997-2 ; 2007 UK National Annex to Eurocode 7 – Geotechnical design – Part 2 : Ground investigation and testing BS EN 1998-1 ; 2005 Eurocode 8 – Design of structures for earthquake resistance – Part 1 : General rules, seismic actions and rules for buildings NA to BS EN 1998-1 ; 2005 UK National Annex to Eurocode 8 – Design of structures for earthquake resistance – Part 1 : General rules, seismic actions and rules for buildings BS EN 1998-2 ; 2005 Eurocode 8 – Design of structures for earthquake resistance – Part 2 : Bridges NA to BS EN 1998-2 ; 2005 UK National Annex to Eurocode 8 – Design of structures for earthquake resistance – Part 2 : Bridges BS EN 1998-5 ; 2005 Eurocode 8 – Design of structures for earthquake resistance – Part 5 : Foundations, retaining structures and geotechnical Aspects


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NA to BS EN 1998-5 ; 2005 UK National Annex to Eurocode 8 – Design of structures for earthquake resistance – Part 5 : Foundations, retaining structures and geotechnical aspects BS EN 1999-1-1 ; 2007 Eurocode 9 – Design of aluminium structures – Part 1-1 : General – common rules NA to BS EN 1999-1-1 ; 2007 UK National Annex to Eurocode 9 – Design of aluminium structures – Part 1-1 : General – common rules BS EN 1999-1-3 ; 2007 Eurocode 9 – Design of aluminium structures – Part 1-3 : Additional rules for structures susceptible to fatigue NA to BS EN 1999-1-3 ; 2007 UK National Annex to Eurocode 9 – Design of aluminium structures – Part 1-3 : Additional rules for structures susceptible to fatigue BS EN 1999-1-4 ; 2007 Eurocode 9 – Design of aluminium structures – Part 1-4 : Cold formed structural sheeting NA to BS EN 1999-1-4 ; 2007 UK National Annex to Eurocode 9 – Design of aluminium structures – Part 1-4 : Cold formed structural sheeting

BSI Published Documents PD 6688-1-1 ; Background paper to the UK National Annex to BS EN 1991-1-1 PD 6688-1-4 ; 2009 Background paper to the UK National Annex to BS EN 1991-1-4 PD 6688-1-5 ; Background paper to the UK National Annex to BS EN 1991-1-5 PD 6688-1-7 ; 2009 Recommendations for the design of structures to BS EN 1991-1-7 PD 6688-2 ; Recommendations for the design of structures to BS EN 1991-2 PD 6687 ; 2006 Background paper to the UK National Annexes to BS EN 1992-1 PD 6687-1 ; Background paper to the UK National Annexes to BS EN 1992-1 and BS EN 1992-3 PD 6687-2 ; 2008 Recommendations for the design of structures to BS EN 1992-2 PD 6695-1-9 ; 2008 Recommendations for the design of structures to BS EN 1993-1-9 PD 6695-1-10 ; 2009 Recommendations for the design of structures to BS EN 1993-1-10 PD 6695-2 ; 2009 Recommendations for the design of bridges to BS EN 1993 PD 6696-2 ; 2007 Background paper to BS EN 1994-2 and the UK National Annex to BS EN 1994-2


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PD 6694-1 ; Recommendations for the design of structures subject to traffic loading to BS EN 1997-1:2004 PD 6698 ; 2009 Recommendations for the design of structures for earthquake resistance to BS EN 1998 PD 6703 ; 2009 Structural bearings – Guidance on the use of structural bearings PD 6705-2 ; Recommendations on the execution of steel bridges to BS EN 1090-2 Execution Standards BS EN 1090-1 ; 2009 Execution of steel structures and aluminium structures. Requirements for conformity assessment of structural components BS EN 1090-2 ; 2008 Execution of steel structures and aluminium structures. Technical requirements for the execution of steel structures BS EN 1090-3 ; 2008 Execution of steel structures and aluminium structures. Technical requirements for the execution of aluminium structures BS EN 13670 ; 2009 Execution of concrete structures Miscellaneous Circular Roads No 61/72 Routes for heavy and high abnormal loads (refer to the website http://www.esdal.com) Traffic Management Act 2004 Construction (Design and Management) Regulations 2007 Managing the accidental obstruction of the railway by road vehicles, February 2003


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The Manual of Contract Documents for Highway Works (MCDHW) Volume 1 Specification for HighwayWorks (March 1998, including amendment November 2008 Volume 2 Notes for Guidance on the Specification for HighwayWorks (March 1998, including amendment March 2009) Volume 3 Highway Construction Details (March 1998, including amendment March 2009) The Design Manual for Roads and Bridges (DMRB) (Non-conflicting with Eurocodes) General Requirements, Standards (GD Series) GD 01/08 Introduction to the Design Manual for Roads and Bridges (DMRB) GD 02/08 Quality Management Systems for Highway Design Bridges and Structures, Advice Notes (BA Series) BA 28/92 Evaluation of Maintenance Costs in Comparing Alternative Designs for Highway Structures BA 41/98 The Design and Appearance of Bridges BA 42/96 The Design of Integral Bridges BA 43/94 Strengthening, Repair and Monitoring of Post-tensioned Concrete Bridge Decks BA 47/99 Waterproofing and Surfacing of Concrete Bridge Decks BA 57/01 Design for Durability BA 67/96 Enclosure of Bridges BA 82/00 Formation of Continuity Joints in Bridge Decks BA 83/02 Cathodic Protection for Use in Reinforced Concrete Highway Structures BA 84/02 Use of Stainless Steel Reinforcement in Highway Structures BA 85/04 Coatings for Concrete Highways Structures and Ancillary Structures BA 86/06 Advice Notes on the Non-Destructive Testing of Highways Structures BA 92/07 The Use of Recycled Concrete Aggregates in Structural Concrete


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Bridges and Structures, Standards (BD Series) BD 2/05 Technical Approval of Highway Structures BD 7/01 Weathering Steel for Highway Structures BD 10/97 Design of Highway Structures in Areas of Mining Subsidence BD 28/87 Early Thermal Cracking of Concrete BD 29/04 Design Criteria for Footbridges BD 33/94 Expansion Joints for use in Highway Bridge Decks BD 35/06 Quality Assurance Scheme for Paints and Similar Protective Coatings BD 36/92 Evaluation of Maintenance Costs in Comparing Alternative Designs for Highway Structures BD 42/00 Design of Embedded Retaining Walls and Bridge Abutments BD 43/03 The Impregnation of Reinforced and Prestressed Concrete Highway Structures using Hydrophobic Pore-Lining Impregnants BD 47/99 Waterproofing and Surfacing of Concrete Bridge Decks BD 51/98 Design Criteria for Portal and Portal Sign/Signal Gantries BD 57/01 Design for Durability BD 67/96 Enclosures of Bridges BD 70/03 Strengthened/Reinforced Soils and Other Fills for Retaining Walls and Bridge Abutments BD 78/99 Design of Road Tunnels BD 91/04 Unreinforced Masonry Arch Bridges BD 94/07 Design of Minor Structures


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Bridges and Structures, Technical Memoranda (BE Series) BE 7/04 Departmental Standard (Interim) Motorway Sign / Signal Gantries Traffic Engineering and Control, Standards and Advice Notes (TD and TA Series) TD 9/93 Highway Link Design (Amendment No. 1 Feb 2002) TD 19/06 Requirements for Road Restraint Systems

TD 27/05 Cross-Sections and Headrooms TD 36/93 Subways for Pedestrians and Pedal Cyclists, Layout and Dimensions TD 89/08 Use of Passively Safe Signposts, Lighting Columns and Traffic Signal Posts to BS EN 12767 Highways, Advice Notes (HA Series) HA 66/95 Environmental Barriers – Technical Requirements HA 84/01 Nature Conservation and Biodiversity HA 59/92 Mitigating against Effects on Badgers HA 80/99 Nature Conservation Advice in Relation to Bats HA 81/99 Nature Conservation Advice in Relation to Otters HA 97/01 Nature Conservation Management Advice in Relation to Dormice HA 98/01 Nature Conservation Management Advice in Relation to Amphibians Highways, Standards (HD Series) HD 22/08 Managing Geotechnical Risk Interim Advice Notes (IAN Series) IAN 123/10 Use of Eurocodes for the design of highway structures Chief Highway Engineer Memoranda CHE239/09 The Implementation of Eurocodes


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APPENDIX B - SCHEME DRAWINGS AND SCHEDULES A1 Drawing No. CDX8620/S/001 - Bridge General Arrangement - Visualisation A1 Drawing No. CDX8620/S/002 - Bridge General Arrangement – Technical Details


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APPENDIX C

IDEALISED DIAGRAMS FOR DECK ANALYSIS & FOUNDATION DESIGN A1 Drawing No. CDX8620/S/003 – Idealised Structural Model


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APPENDIX D - GEOTECHNICAL REPORT HIGHWAY STRUCTURE SUMMARY INFORMATION (FORM C)