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M4 Corridor around Newport Approval in Principle – SBR-2000 Llandevenny Railway Underbridge

Welsh Government

M4 Corridor around Newport

Approval in Principle – SBR-2000 Llandevenny Railway Underbridge

M4CaN-DJV-SBR-Z5_2000-RP-CB-0001

P02 | 12 December 2016

This report takes into account the particular

instructions and requirements of our client.

It is not intended for and should not be relied

upon by any third party and no responsibility

is undertaken to any third party.

Job number 242707

CVJV/DJV

3rd

Floor

Longcross Court,

47 Newport Road,

Cardiff

CF24 0AD

Welsh Government M4 Corridor around NewportApproval in Principle – SBR-2000 Llandevenny Railway Underbridge

Contents

Page

1 Highway Details 3

2 Site Details 3

3 Proposed Structure 3

4 Design Criteria 12

5 Structural Analysis 16

6 Geotechnical Conditions 19

7 Check 20

8 Drawings and Documents 21

9 The Above is Submitted for Acceptance 22

10 The Above is Agreed Subject to the Amendments and Conditions Shown Below 23

Appendix A – List of the Relevant Documents from the TAS 25

Appendix B – Drawings 38

Appendix C – Form C Geotechnical Summary Sheet 39

Appendix D - CDM Hazard Log 42

Appendix E – Idealised Structure Diagrams 46

Appendix F – Schedule of Eurocode Options and Choices 48


M4CaN-DJV-SBR-Z5_2000-RP-CB-0001 | P02 | 12 December 2016

\\COSTPW01ICS01\ICS_WORKIN_DIR\1257\7920_30\M4CAN-DJV-SBR-Z5_2000-RP-CB-0001.DOCX

Page 3

1 Highway Details

1.1 Type of highway

Over: Over structure (Proposal): New M4 (three-lane) Motorway

Under: South Wales Main Line Railway (ELR: SWM2, 151 m 60 ch approx.)

1.2 Permitted traffic speed

Over Structure: 70 mph

Under Structure: 90 mph Main Lines; 40 mph Relief Line

1.3 Existing restrictions

A boundary of the Gwent Levels – Redwick and Llandevenny Site of Special Scientific Interest (SSSI) runs parallel to the southern abutment, approximately 5

metres to the south.

There is an existing highway bridge over the railway approximately 95 metres to the east of the proposed structure. An existing railway signal gantry spans over the railway approximately 33.5 metres to the east of the proposed structure.

2 Site Details

2.1 Obstacles crossed

South Wales Main Line Railway lines, comprising 4No. tracks – Up Main, Down

Main, Up Relief and Down Relief.

Green Lane, a non-motorised user route will also pass under the structure, adjacent to the northern abutment.

3 Proposed Structure

3.1 Description of structure and design working life

SBR-2000 Llandevenny Railway Underbridge will carry the new M4 Corridor around Newport over the South Wales Main Line in the Llandevenny area, south of Junction 23A of the existing M4. The proposed structure is a single span

precast concrete beam with reinforced concrete deck slab fully integral with reinforced concrete abutments.

A Non-motorised user route will also pass under the structure, adjacent to the

northern abutment. There is no known requirement for a footpath on the south side.

The bridge superstructure and substructure are to have a design working life of 120 years, category 5 in accordance with BS EN 1990, UK National Annex NA

2.1.1 and IAN 124/14(W), table A.1.




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Bridge parapets to have a design working life of 50 years, category 2 in accordance with BS EN 1990, UK National Annex NA 2.1.1 and IAN 124/14(W), table A.1.

3.2 Structural type

The structure will be formed of 20No. precast pre-stressed U12 type concrete beams at 1.975m centres, with 200mm thick in-situ concrete deck. The deck will be integral with the reinforced concrete abutments.

The wingwalls will be constructed from reinforced earth with vertical concrete

facing panels. Polyurethane joint sealant will be used between the reinforced concrete abutments wall and wingwalls.

3.3 Foundation type

The deck is supported by reinforced concrete abutments on reinforced concrete

bored piles at South side and spread foundation at the North side

The reinforced earth wing walls will be founded on a driven piled load transfer platform on the south side that also forms the embankment foundation. On the north side the reinforced earth walls will be founded in the rock.

3.4 Span arrangements

The pre-stressed concrete beam deck is to be a single span structure of approximately 29.9m clear skew span between faces of abutments (29 degree skew angle).

3.5 Articulation arrangements

The pre-stressed concrete beams will behave as simply supported beams during

construction. Once the top end of the abutments and the concrete deck are cast in place and have gained strength, the deck will act integrally with the abutments and will develop a level of fixity at the ends.

3.6 Proposed Classes and levels

3.6.1 Consequence class

Consequence Class 2 (CC2) in accordance with BS EN 1990 clause B3.1, UK National Annex clause NA 3.2 and IAN 124/14(W) Table A.2.

3.6.2 Reliability class

Reliability Class 2 (RC2) in accordance with BS EN 1990 clause B3.3 and IAN

124.14(W) Table A.2. KFI = 1.0.

3.6.3 Inspection level

Inspection Level 2 (IL2) in accordance with BS EN 1990 cl. B5, Table B.5 and IAN 124/14(W) Table A.2.




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3.7 Road restraint systems requirements

Over Structure: The precast concrete parapets of the bridge will be 1.85 m high solid H4a Very High Containment level and will transition into the N2 W2 safety

barriers used on the approaches to the bridge. A concrete step barrier (CSB) will be provided in the central reserve.

Edge protection to the wingwalls will consist of a strained wire fence to HCD Drawing H13.

3.8 Proposed arrangements for future maintenance and inspection

3.8.1 Traffic management

Principal Inspections of the top of the bridge will require lane closures of the M4. Inspections to the soffit of the bridge above the railway tracks and within 3 m of

the running rails will require track possessions.

3.8.2 Access

Authorised Network Rail vehicle access points are available:

a) To the northern side of the tracks, at SWM2 152 m 0 ch.

b) To the southern side of the tracks, at SWM2 151 m 40 ch.

Access for inspection of the northern abutment and wing walls would be via the Non-Motorised User route from Green Moor Lane, as this abutment is outside the proposed Network Rail palisade fencing.

Access to the southern abutment and part of the wing walls would be via Network

Rail boundary and would require the necessary permissions, PPE and safety personnel as specified by Network Rail and Rail Group Standards. Access to wing walls outside the Network Rail boundary can be from the maintenance track

at the foot of the embankment.

3.9 Environment and sustainability

The design proposed addresses sustainability issues as follows:

a) Integral deck construction with abutments will minimise inspection and maintenance requirements, particularly adjacent the railway tracks

b) The structure is a new bridge and will be constructed before the highway network is open to use in the area. That will minimise traffic disruption and reduce the CO2 output resulting from the any delays.

c) GGBS cement replacement will be used in concrete mixes which reuses a

by-product from iron blast furnaces which is abundant in South Wales. GGBS also improves the durability of concrete by reducing its permeability and increasing its resistance to chloride ingress and

chemical attack.




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d) Reinforced soil walls provide a proven economical solution with minimal use of off-site materials. It is also proposed that 6I/6J materials will be obtained from site won materials.

e) The structure span allows for the inclusion of a Non-Motorised User Route, which will allow pedestrians to cross under the proposed M4CaN with minimal detour.

3.10 Durability, materials and finishes

3.10.1 Concrete Classes

Structural Element

Co

mp

res

siv

e

Str

en

gth

Cla

ss

Surface

Exposure Class

Δc

Nominal cover for XC/XD/XF (mm)

XC XD XF

In-situ Deck Slab

C40/50

Exposed surfaces

XC4 XD3 XF4 15 45/45/60

Surfaces covered by waterproofing

XC3 - - 10 40

Precast Beams

C50/60

Exposed surfaces

XC3 XD1 - 5 35

Internal surfaces XC3 - - 5 35

Precast Parapet and copings

C40/50 Exposed surfaces

XC3 XD1 XF2 5 60/60/60

Abutments

C40/50

Exposed surfaces

XC3 XD1

XD3 XF2 15

45/50

60/60

Buried surfaces XC2 XD2 XF1 15 40/55/55

Wingwall C40/50


Exposed surfaces

XC3 XD3 XF2 15 45/60/60

Piles C32/40 Buried surfaces XC2 XD2 - N/A 75/75/75

Pile Cap and Spread Foundation

C32/40 Buried Surfaces XC2 XD2 - 15 40/55/55

Precast wall panels

C40/50

Exposed surfaces

XC3 XD1 XD3

XF4 5 35/40 50/50


Levelling pad

C32/40 Buried surfaces XC2 XD2 - 15 N/A

.




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Blinding concrete is to be Class ST1 subject to satisfying design chemical class for ground water.

3.10.2 Reinforcement

Ribbed bars to BS 4449:2005, BS 8666 and BS EN 10080.

Characteristic yield strength fyk = 500MPa; Grade B500B unless otherwise stated.

3.10.3 Stainless Steel

3.10.4 Not applicable.Prestressing Strand

The strand size and type shall be 15.7mm diameter 7-wire super strands with nominal tensile strength of 1860 N/mm2 and relaxation class 2. Strands are

typically prestressed to 209kN per strand. The material of prestressing strands shall be in accordance with BS EN 10138-3. Prestressing steel Part 3 – Strand and its UK National Annex.

3.10.5 Concrete finish classes

Structural Element Finish Class

Precast parapet F4

Exposed abutments F4, U3

Buried faces of abutments / Pile caps / Spread foundation F1, U1

Surfaces to be waterproofed F2, U4

Precast beams F5

Precast coping at top of reinforced earth wall F4

3.10.6 Silane finish

In areas affected by de-icing salts, low toxicity hydrophobic impregnate and freeze/thaw aggregates are to be employed in accordance with BD 43/03 provided there are no environmental constraints. There are no environmental

constraints identified at this stage.

3.10.7 Structural steel

Not applicable.

3.10.8 Paint system

Not applicable.

3.10.9 Waterproofing




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Proprietary spray applied waterproofing system to BD 47/99 and IAN 96/07 (W). The remainder of the buried parts of the structure are to have two coats of bituminous paint or equivalent, to SHW clause 2004.

3.10.10 Surfacing

Minimum 120 mm carriageway surfacing (including waterproofing) in accordance with BD 47/99 and SHW.

3.10.11 Lighting

The M4 Corridor around Newport is only to be lit at junctions. No road lighting is

required across the structure.

3.10.12 Bearings

Not applicable

3.10.13 Joints

Saw cut joints will be provided in the surfacing behind the abutments to accommodate any difference in movement between the fill and the integral abutments.

3.10.14 Drainage

Back of Wall Drainage

The abutments will be provided with a positive back of wall drainage system. The reinforced earth wingwalls will be provided with a front wall drainage to collect water discharged from the joints of the panels. These two drainage systems will

meet at the catch pit before discharging into a soakaway. The locations of soakaway will be designed at detailed design stage. Main deck surface drainage shall not tie into the back of wall drainage but subsurface drains can.

Deck Surface and Subsurface Drainage

Where positive surface drainage is required on bridge decks this shall be provided using a combined kerb drain system, such as Brigdek or similar. The combined surface drain shall also be capable of collecting subsurface run-off but

the flow need not be separated. Inspection points and flushing boxes will be provided. The bridge deck drainage system is to be connected to the highway drainage system at the low point of the bridge end.

Bridge decks (including verge areas) shall have a minimum cross fall of 2.5%. Verge areas shall drain towards the carriageway and not toward the edge beam.

The highway drainage to the north of the bridge needs to be taken across to the balancing ponds south of the railway. The highway drainage pipe 450mm

diameter will pass through the bridge beams inside a 600mm sleeve, one under the eastbound verge and the second under the westbound side of the central reserve. The plastic sleeve will be sealed into the concrete diaphragm in order to

prevent leakage onto the railway. Carriageway drainage will use highway drainage channels. The drainage channels will be intercepted before the bridge in order to minimise water that flows onto the bridge.




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The void inside each U beam will have a drain outlet in front of the south abutment diaphragm.

Kerbs will be provided along each verge in accordance with TD 19/06 cl 4.25

3.10.15 Structural fill

Structural fill to be Class 6N or 6P. Where reinforced earth walls are used it will be Class 6I or 6J in preference to class 6N or 6P.

Characteristic fill material properties are provided below and will be verified on site during construction.

Property Value Reference

Unit Weight γ = 19 kN/m3 BS EN1991-1-1 Table A6

Poisson’s Ratio υ = 0.3

Cohesion c = 0

Angle of Friction Φ’ = 38° Characteristic value for 6N granular structural fill (Max Φ’ = 43°)

3.11 Risks and hazards considered for design, execution, maintenance and demolition.

Details of the hazards identified, associated design mitigation measures and

residual hazards are recorded in Appendix D. Each hazard listed has an associated item in the scheme CDM Hazard Log which is regularly reviewed by the CDM Principal Designer and project team.

A summary of key hazards is given below:

a) Temporary stability during backfill to abutments / wingwalls / reinforced earth walls. Lateral earth pressure leading to abutment / wingwall / reinforced earth wall collapse

b) Risk of ground conditions varying from those assumed in design leading to settlement / damage to structure

c) Demolition of precast beams causing snapping of prestressed tendons

d) Temporary stability of precast beams under weight of wet concrete,

leading to collapse

e) Construction and demolition adjacent to Great Western Main Line railway

3.12 Estimated cost of proposed structure together with other structural forms considered (including where appropriate proprietary manufactured structure), and the reasons for their rejection (including




Page 10

comparative whole life costs with dates of estimates)

The following structural forms were considered for the proposed Llandenvenny

railway underbridge:

a) Network Rail Standard Design modular overbridge - The width and increased span of the proposed bridge exceeds the standard design limit. Although included in Network Rail’s standard design suite, this bridge is considered over-complicated with numerous construction issues.

b) Steel plate girder composite ladder deck - Network Rail prefer concrete overbridges to steel as railway possessions are required to maintain (paint) steel bridge soffits. Where weathering steel can be used bonding and earthing will still be required for OLE under the soffit. Therefore a concrete bridge deck is considered the most economical whole life cost.

c) Multi-girder composite deck - A precast concrete solution was considered

more economical and would have a lower risk profile. Network Rail prefer concrete overbridges to steel as railway possessions are required to maintain (paint) steel bridge soffits. Even where weathering steel is used Network Rail prefer concrete bridges. Weathering steel bridges with earth bonding to inspected and maintain as consider by NR to require more frequent possessions. The construction of concrete bridges also is considered lower risk in terms of the interface with Network Rail and ensuring that structures remain isolated during each step of construction. Therefore a concrete bridge deck is considered the most economical whole life cost.

The table below gives a summary of cost estimates for each option.

Option Capital Cost Operational Cost Whole Life Cost

Preferred option £3.7m £550k £4.26m

a) Not feasible - -

b) £3.5m £0.88m £4.38m

c) £3.8m £0.95m £4.75m

For the purpose of this estimate, it has been assumed that the operational costs are 15% of the capital costs for concrete option and 25% for steel composite

option to include the cost of possessions. The steel composite bridges with earth bonding require more frequent possessions for inspection and maintenance. The cost estimates are dated 29-11-2016. The operational cost is only based on a

percentage of the capital cost from previous experience. The whole life cost is the sum of capital cost and operational cost.

3.13 Proposed arrangements for construction

3.13.1 Construction of structure




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Erection of the precast concrete beams will require lifting by crane. Details of the lifting scheme will be considered at the construction phase. Care will need to be taken to ensure that all lifting plans consider the proximity of the railway tracks,

the adjacent road bridge any nearby services and surrounding land uses.

The general construction sequence will be as follows:

Under Normal Train Movements

a) Excavation of ground to piling platform level

b) Installation of piles and breakdown to pile cap level

c) Construction of abutments

d) Partial backfill behind abutments including reinforced earth wingwall elements

Under Track Possession

e) Erection of precast concrete beams by crane

f) Casting main beam connections to abutments

g) Casting of insitu deck over beams

Under Normal Train Movements

h) Completion of backfilling of abutments and installation of reinforced earth / soil wing walls and retaining walls

i) Application of waterproofing and completion of road surfacing works

j) General finishes including cladding, erosion protection, access tracks and hard standings

3.13.2 Traffic management

The M4CaN is an offline bypass route thus construction of this bridge will not

require any traffic management to the existing M4.

Railway possessions will be required for works over and adjacent to the railway lines.

3.13.3 Service diversions

None.

3.13.4 Interface with existing structures

Designed to span over the existing railway signal gantry and be clear of the gantry foundations. Network Rail line side cabinets will require relocation.




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4 Design Criteria

4.1 Actions

4.1.1 Permanent actions

Permanent Actions will be applied using the recommended values in BS EN

1991-1-1 and the associated National Annex. The values given in the table below clarify the density and action that will be used in design where a range is provided in BS EN 1991-1-1:

Structural concrete 25 kN/m3 Concrete infill 24 kN/m3 Surfacing 23 kN/m3 Soil infill (class 6N/6P material), typical value given 19 kN/m3

4.1.2 Snow, Wind and Thermal actions

Snow actions will be disregarded in accordance with the UK National Annex to

BS EN 1991-1-3, clause NA.4.1.1.

Wind actions will be determined in accordance with BS EN 1991-1-4, the UK National Annex and PD 6688-1-4.

The following fundamental basic wind velocity (before the altitude correction) will

be used:

• Vb,map = 22 m/s

Wind and thermal actions will not be used in the same design combination in accordance BS EN 1990, cl.A2.2.2(6).

Thermal actions will be applied to the structure in accordance with BS EN 1991-

1-5 and the UK National Annex.

The following minimum and maximum shade air temperatures will be used (before adjustment for annual probability of being exceeded p other than 0.02):

• Tmin = -12°C

• Tmax = 32°C

4.1.3 Actions relating to normal traffic under AW regulations and C&U regulations

Load Model 1 and 2 in accordance with BS EN 1991-2 and UK National Annex.

4.1.4 Actions relating to General Order Traffic under STGO regulations

Load model 3 will be considered in accordance with BS EN 1991-2. Special

vehicles (LM 3) to be considered as follows:

a) SV 80

b) SV 100

c) SV 196




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4.1.5 Footway or footbridge variable actions

Actions on footways in accordance with BS EN 1991-2 clause 5.3.2 shall be applied at verges.

4.1.6 Actions 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 vehicle loading will be applied to the verges in accordance with BS EN

1991-2 clause 4.7.3.

Superstructure will be designed to withstand the impact loading described in clause 4.3.2 of BS EN 1991-1-7, associated UK National Annex and clause 2.8 of PD 6688-1-7.

Substructure will not be designed for the derailment loading where lateral clearance between the substructure and the running rail is at least 4.5m (NR/L3/CIV/020 clause 14.4).

4.1.8 Action during construction

Actions during construction will be calculated in accordance with BS EN 1991-1-6 and the associated National Annex. The actions during execution will consider the construction sequence as per buildability report and may change in due

course.

Refinements or amendments to the options and choices will not be known until the detailed design stage. These may include restriction of free construction

loads, the specification of fixed loads, other specialist controls, the use of special construction vehicles/equipment on the structure, changes to the return periods for the calculation of design loads, or the specification of different loads or

factors.

These controls, restrictions or amendments will be confirmed at detailed design stage and recorded in the Project Specification, Drawings or Contractor’s Method Statement as appropriate.

4.1.9 Any special action not covered above

Structures will not be designed for seismic actions described in BS EN 1998-2 and the UK National Annex.

Fatigue Load Model 3 (single vehicle model) in accordance with EN 1991 shall be

applied.

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

The M4 Corridor around Newport is not on a Heavy or High Load Route.




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4.3 Minimum headroom provided

The minimum headroom above rail level to structure soffit will be 4.78m +S. This is subject to confirmation from Network Rail of the minimum requirement for

electrification of the Main Line. The existing signal gantry has 4250mm Horizontal clearance and 5250 headroom from Up relief line; 3230mm horizontal clearance and headroom 5225mm from Down relief line. A vertical clearance dimension is

shown on the General Arrangement drawing. (Refer to Appendix B)

4.4 Authorities consulted and any special conditions required

The following parties will be consulted regarding the relevant issues:

Statutory Consultees:

a) Welsh Government Technical Approval Authority (TAA)

b) Welsh Government Network Management Operations Team

c) Network Rail

d) Natural Resources Wales (NRW)

e) Monmouthshire County Council (MCC)

Other consultees

a) Design Commission for Wales (DCfW)

b) Statutory Undertakers

No special conditions have been imposed by these parties at this time.

The bridge is proposed to span over the planned Network Rail (NR) Overhead Line Equipment (OLE) fixings and supports. The NR electrification design is not

yet complete but will be checked to ensure that there is adequate separation, when it becomes available.

4.5 Standards and documents listed in the Technical Approval Schedule

Refer to Appendix A.

4.6 Proposed Departures relating to departures from standards given in 4.5

None




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4.7 Proposed Departures relating to methods for dealing with aspects not covered by standards in 4.5

Not applicable.

4.8 List of record of options and choices (for Categories 2 and 3 checks)

The Eurocode related choices list will be completed as part of the detailed design process and will be distributed to the Category 2 checker.

Refer to Appendix F.




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5 Structural Analysis

5.1 Methods of analysis proposed for superstructure, substructure and foundations

The analysis of the superstructure will be carried out by linear elastic methods taking into account the construction sequence and construction loading. Analysis of the deck will be carried out using a 3D grillage space frame analysis with soil

springs at the abutment walls. Local effects in the deck slab will be determined by using Pucher charts. The pre-stressed concrete beams will be designed using hand calculations.

All computer models will be in LUSAS software or equivalent.

5.1.1 Method of analysis for ultimate limit states (excluding fatigue)

The analysis of the structure for ultimate limit state will be by linear elastic methods.

The superstructure will be analysed using a 3-dimensional space frame computer

model. The parapets/vehicle barriers will be included as superimposed dead loads, but will not be modelled. Local wheel load effects will be determined using Pucher charts.

The earth pressure behind the abutment will be applied in accordance with the

method set out in PD 6694-1 Clause 9.4.3. In order to use this method, the requirement of PD6694-1 Clause 9.2.1 that the sway at pile cap level is sufficiently small for at rest pressure to be considered as acting on the pile cap

will be met. Alternatively, LUSAS Winkler Springs will be used to model the soil structure interaction.

The piles of the piled foundation will be modelled as individual equivalent

cantilevers. Piglet, or equivalent, will be used to determine the flexibility matrix of the piles and this will be used to determine the equivalent cantilever length and properties. The spread foundation at the North abutment will be modelled as soil

spring supports by the method described in Hambly’s book “Bridge Deck Behaviour – 2nd Edition”. The sensitivity of varying effective pile length and spring stiffness will be investigated. The soil stiffness values will be given in the

Geotechnical Report.

Reinforced Earth / Soil Walls

The design of reinforced earth / soil structures will be carried out to BS EN 1997-1:2004 using the approach of BS 8006-1:2010 which is compliant with the

Eurocode. Internal wall stability will be checked by use of section 6.6 of BS8006 and the appropriate method will be selected based on the material of the reinforcement element and external stability to section 6.5 of BS8006 taking into

account the recommendations of BS6031:2009.

H4a parapet will be designed as class D of UK NA to BS EN 1991-2:2003.

5.1.2 Method of analysis for serviceability limit States




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At the serviceability limit state, verification of the stress levels and deflections and crack widths in concrete will be carried out as specified in BS EN 1992-1-1 and BS EN 1992-2.

Action effects will be evaluated using elastic global analysis and allowing for the effects of shear lag, shrinkage and creep.

5.2 Description and diagram of idealised structure to be used for analysis

5.2.1 Superstructure:

For global analysis, the deck will be idealised as longitudinal members representing the concrete main beams and concrete deck elements, and transverse members representing the transverse concrete deck and cantilevered

deck verge.

For the transient construction stage, the main beams will be designed as simply supported (pre-stress concrete section only). The encased ends of the beams will provide rigid connection to the top of abutments once the deck is cast and gains

sufficient strength.

5.2.2 Substructure:

The substructure is designed as integral with the bridge deck. Vertical members will represent the abutment and pile cap. The piles of the piled foundation will be

modelled as equivalent cantilevers.

5.2.3 Wingwalls:

The reinforced earth wingwalls will be analysed for the load cases as shown in Appendix E with the soil reinforcement strips being checked for pull

out/adherence and rupture. In addition the resistance to sliding of individual elements of the wall will be checked.

For modular block walls using steel strip or geosynthetic reinforcement

The reinforced soil wall is to be considered as a full height reinforced soil wall supporting a carriageway, as per Figure 27 of BS 8006-1:2010 in Appendix E

5.2.4 Refer to Appendix E for diagrams of the idealised structure.

5.3 Assumptions intended for calculation of structural element stiffness

Although the bridge deck is constructed integral with the abutments, a full

moment connection is only achieved in the short term case. Thermal deformation, settlement, creep and shrinkage all cause the pre-stressed beams to pry away from the abutment causing the bridge behaviour to change from a continuous,

built in bridge closer to simply supported.

Analysis methods detailed within ‘Bridge Deck Behaviour – 2nd Edition – 1991’ by E.C. Hambly will be adopted to determine longitudinal and transverse grillage

member stiffness properties. Cracked section properties will be used for the deck slab in the hogging regions.




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Element properties for abutments and foundations will be based on uncracked concrete properties.

5.4 Proposed range of soil parameters to be used in the design of earth retaining elements

Values between ka and ko will be chosen to give the worst possible loading combination for the design of a particular structural element where soil pressure is active.

Values of k*, in accordance with PD6694-1, between k0 and kp will be chosen to

give the worse possible loading combination for the design of a particular structural element where the soil pressure is passive.

The backfill to the abutments and wingwalls will be class 6N/6P selected granular

fill. The characteristic angle of friction will be Φ’ = 38°. These limits will be demonstrated by compliance testing.

Characteristic values will be based on Φ’ = 38° for 6I/6J backfill for ka and ko calculations.




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6 Geotechnical Conditions

6.1 Acceptance of recommendations of the Geotechnical Design Report to be used in the design and reasons for any proposed changes

The scheme is currently in the preliminary design stage and is supported by a Geotechnical Design Report (GDR) (Key Stage3) issued as Final in November

2016. The GDR (Key Stage 3), in the context of preliminary design presents the proposed design methodologies for the geotechnical elements of the structures on the scheme. The GDR will be updated and further developed

during Key Stage 6 and will provide final detail on the design of geotechnical elements.

In this AIP a Form C (Highway Structure Summary Form) has been included. This provides a summary of the anticipated ground conditions. It is proposed

that the Form C will be updated (if required) and presented as part of the detailed design GDR (Key Stage 6) rather than requiring a reissue of this AIP.

6.2 Summary of design for highway structure in the Geotechnical Design Report

The Form C for this structure is included in Appendix C of this document which provides a summary of the geotechnical design.

6.3 Differential settlement to be allowed for in the design of the structure

Differential settlement will be considered at both ULS and SLS. Differential

settlement will be classified as a permanent action and will be modelled as 25mm for design purposes.

The structure will be designed to accommodate 10mm differential settlement

between the abutments after the construction.

The structure will be designed to accommodate 10mm short term and 15mm long term differential settlement after the construction of the deck between the abutments. Differential settlement between abutments and wing walls will be

taken as 10mm.

6.4 If the Geotechnical Design 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

The Geotechnical Design Report (Key Stage 3) was issued as Final in November 2016 and it will be updated during Key Stage 6 as the designs are developed.

The GDR (Key Stage 3) is based on the Ground Investigation Report (GIR) as

issued in February 2016. The GIR sets out the available information in terms of ground investigation for the Scheme. Data referred to and summarised in the




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GIR includes borehole logs, trial pit records, the results of in situ and laboratory testing and details of groundwater encountered. This information has been used to prepare the Form C included in this AIP which summarises the

preliminary foundation choice.

7 Check

7.1 Proposed Category and Design Supervision Level

Category 2 to BD2/12. Design Supervision level DSL2.

7.2 If Category 3, name of proposed Independent Checker

Not applicable.

7.3 Erection proposals or temporary works for which Types S and P Proposals will be required, listing structural parts of the permanent structure affected with reasons

Not applicable.




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8 Drawings and Documents

8.1 List of drawings (including numbers) and documents accompanying the submission

Title Drawing No.

SBR-2000 Llandevenny Railway Underbridge GA (sheet 1 or 2)

M4CaN-DJV-SBR-Z5_2000-DR-CB-0002

SBR-2000 Llandevenny Railway Underbridge GA (sheet 2 or 2)

M4CaN-DJV-SBR-Z5_2000-DR-CB-0003




Page 22

9 The Above is Submitted for Acceptance

Signed:

XRob Wheatley

Chief Engineer

Name: R N Wheatley __________________

Design Team Leader

Engineering Qualifications BEng CEng FICE _______________

For and on behalf of

Name of organisation DJV

Date: _____________________________




Page 23

10 The Above is Agreed Subject to the Amendments and Conditions Shown Below

Signed: _____________________________

Name: _____________________________

Position held: _____________________________

Engineering Qualifications: _____________________________

TAA

Date: _____________________________

http://shop.bsigroup.com/ProductDetail/?pid=000000000030255732




Page 24

Appendices
























Page 25

Appendix A – List of the Relevant Documents from the TAS

TECHNICAL APPROVAL SCHEDULE “TAS” (August 2014) SCHEDULE OF DESIGN DOCUMENTS RELATING TO DESIGN OR ASSESSMENT OF HIGHWAY BRIDGES AND STRUCTURES (All documents are taken to include revisions current at date of this TAS)

A.1.1 BRITISH STANDARDS

BS 5930: 1999+ A2:2010

Site Investigations [Amendment No. 1 December 2007 and 2 Aug 2010]. Partially replaced by BS EN ISO 22475-1:2006, BS EN ISO 14688-1:2002, BS EN ISO 14689-1:2003, BS EN 1997-2:2007, BS EN ISO 14688-2:2004+A1:2013, BS EN ISO 22476-2:2005+A1:2011, BS EN ISO 22476-3:2005+A1:2011, BS EN ISO 22282-1:2012, BS EN ISO 22282-2:2012, BS EN ISO 22282-3:2012, BS EN ISO 22282-4:2012, BS EN ISO 22282-5:2012, BS EN ISO 22282-6:2012, BS EN ISO 22476-1:2012, BS EN ISO 22476-5:2012, BS EN ISO 22476-7:2012, BS EN ISO 22476-4:2012

BS 6031: 2009 Code of practice for earthworks [Corrigendum August 2010]

BS 6744:2001+A2:2009 Stainless steel bars for the reinforcement of and use in concrete. Requirements and test methods

BS 7818: 1995 Specification for Pedestrian Restraint Systems in Metal AMD15047, AMD16540

BS 8006-1:2010

Code of practice for strengthened/reinforced soils and other fills

BS 8006-2: 2011 Code of practice for strengthened/reinforced soils Soil nail design. Corrigenda Sept and Nov 2013

BS 8500-1:2006+A1:2012 Concrete – Complementary British Standard to BS EN 206-1 – Part 1: Method of specifying and guidance for the specifier.

BS 8500-2:2006+A1:2012 Concrete – Complementary British Standard to BS EN 206-1 – Part 2: Specification for constituent materials and concrete.

BS 8666:2005 Scheduling, dimensioning, bending and cutting of steel reinforcement for concrete. Specification [Amendment No. 1, January 2008]

A.1.2 EUROCODES

Eurocode part Title Amendment / Corrigenda

Eurocode 0 Basis of structural design

BS EN 1990 +A1:2005 Eurocode 0: Basis of structural design

+A1:2005

Corrigenda December 2008 and April 2010

NA to BS EN 1990:2002 + A1:2005

UK National Annex to Eurocode 0 Basis of structural design

National Amendment No.1

Eurocode 1 Actions on structures




Page 26

BS EN 1991-1-1:2002

Eurocode 1: Actions on structures. General Actions. Densities, self-weight, imposed load for buildings

Corrigenda December 2004 and March 2009

NA to BS EN 1991-1-1:2002

UK National Annex to Eurocode 1: Actions on structures. General Actions. Densities, self-weight, imposed load for buildings

-

BS EN 1991-1-2:2002 Eurocode 1: Actions on structures. General actions - Actions on structures exposed to fire

corrigendum May 2009 and Corrigendum, February 2013

NA to BS EN 1991-1-2:2002

UK National Annex to Eurocode 1: Actions on structures. General actions - Actions on structures exposed to fire

-

BS EN 1991-1-3:2003 Eurocode 1: Actions on structures. General Actions. Snow loads


NA to BS EN 1991-1-3:2003

UK National Annex to Eurocode 1: Actions on structures. General Actions. Snow loads

Corrigendum No.1

BS EN 1991-1-4:2005

Eurocode 1: Actions on structures. General Actions. Wind actions

+A1:2010

Corrigenda July 2009 and January 2010

NA to BS EN 1991-1-4:2005 + A1:2010

UK National Annex to Eurocode 1: Actions on structures. General Actions. Wind actions


BS EN 1991-1-5:2003 Eurocode 1: Actions on structures. General Actions. Thermal actions


NA to BS EN 1991-1-5:2003

UK National Annex to Eurocode 1: Actions on structures. General Actions. Thermal actions

-

BS EN 1991-1-6:2005

Eurocode 1: Actions on structures. General Actions. Actions during execution

Corrigenda July 2008, November 2012 and February 2013

NA to BS EN 1991-1-6:2005

UK National Annex to Eurocode 1: Actions on structures. General Actions. Actions during execution

-

BS EN 1991-1-7:2006

Eurocode 1: Actions on structures. General Actions. Accidental actions

Corrigendum February 2010

NA to BS EN 1991-1-7:2006

UK National Annex to Eurocode 1: Actions on structures. Part 1-7 : Accidental actions

Corrigendum August 2014

BS EN 1991-2:2003 Eurocode 1: Actions on Corrigenda December 2004 and




Page 27

structures. Traffic loads on bridges

February 2010

NA to BS EN 1991-2:2003

UK National Annex to Eurocode 1: Actions on structures. Traffic loads on bridges

Corrigendum No.1

Eurocode 2 Design of concrete structures

BS EN 1992-1-1:2004 +A1:2014

Eurocode 2: Design of concrete structures– Part 1-1: General rules and rules for buildings

Corrigendum January 2008, November 2010 and Jan 2014

NA+A2:2014 to BS EN 1992-1-1:2004 +A1:2014

UK National Annex to Eurocode 2: Design of concrete structures – Part 1-1: General rules and rules for buildings


Amended 2014

BS EN 1992-1-2:2004 Eurocode 2: Design of concrete structures. General rules - Structural fire design Corrigendum February 2010.

Corrigendum February 2010.

NA to BS EN 1992-1-2:2004

UK National Annex to Eurocode 2: Design of concrete structures. General rules - Structural fire design

-

BS EN 1992-2:2005

Eurocode 2: Design of concrete structures – Part 2: Concrete bridges – Design and detailing rules

Corrigendum July 2008

NA to BS EN 1992-2:2005

UK National Annex to Eurocode 2: Design of concrete structure – Part 2: Concrete bridges – Design and detailing rules

-

BS EN 1992-3:2006

Eurocode 2: Design of concrete structures – Part 3: Liquid retaining and containment structures

-

NA to BS EN 1992-3:2006

UK National Annex to Eurocode 2: Design of concrete structure – Part 3: Liquid retaining and containment structures

-

Eurocode 3 Design of steel structures

BS EN 1993-1-1:2005 +A1: 2014

Eurocode 3: Design of steel structures – Part 1-1 General rules and rules for buildings

Corrigenda February 2006 and April 2009

NA to BS EN 1993-1-1:2005 +A1: 2014

UK National Annex to Eurocode 3: Design of steel structures – Part 1-1 General rules and rules for buildings

National

Amendment 2014

BS EN 1993-1-2:2005 Eurocode 3: Design of steel structures. General rules - Structural fire design

Corrigendum 16290, Corrigendum 16572 Corrigendum, February 2010




Page 28

NA to BS EN 1993-1-2:2005

UK National Annex to Eurocode 3: Design of steel structures. General rules - Structural fire design

-

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

Corrigendum November 2009

NA to BS EN 1993-1-3:2006

UK National Annex to Eurocode 3: Design of steel structures – Part 1-3 Supplementary rules for cold-formed members and sheeting

-

BS EN 1993-1-4:2006

Eurocode 3: Design of steel structures – Part 1-4 General rules – Supplementary rules for stainless steels

-

NA to BS EN 1993-1-4:2006

UK National Annex to Eurocode 3: Design of steel structures – Part 1-4 Supplementary rules for stainless steels

-

BS EN 1993-1-5:2006

Eurocode 3: Design of steel structures – Part 1-5 Plated structural elements

Corrigendum April 2009

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


BS EN 1993-1-7:2007

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

Corrigenda December 2005, September 2006, July 2009 and August 2010

NA to BS EN 1993-1-8:2005

UK National Annex to Eurocode 3: Design of steel structures – Part 1-8 Design of joints

-

BS EN 1993-1-9:2005

Eurocode 3: Design of steel structures – Part 1-9 Fatigue

Corrigenda December 2005, September 2006 and April 2009

NA to BS EN 1993-1-9:2005

UK National Annex to Eurocode 3: Design of steel structures – Part 1-9 Fatigue

-

BS EN 1993-1-10:2005 Eurocode 3: Design of steel structures – Part 1-10 Material

Corrigenda December 2005, September 2006 and March 2009




Page 29

toughness 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 toughness 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 + A1:2012 to BS EN 1993-2:2006

UK National Annex to Eurocode 3: Design of steel structures – Part 2 Steel bridges

+ A1:2012

BS EN 1993-5:2007

Eurocode 3: Design of steel structures – Part 5 Piling

Corrigendum May 2009

NA + A1:2012 to BS EN 1993-5:2007

UK National Annex to Eurocode 3: Design of steel structures – Part 5 Piling

+ A1:2012

BS EN 1993-6:2007 Eurocode 3: Design of steel structures. Crane supporting structures


NA to BS EN 1993-6:2007

UK National Annex to Eurocode 3: Design of steel structures. Crane supporting structures

-

Eurocode 4 Design of composite steel and concrete structures

BS EN 1994-1-1:2004

Eurocode 4: Design of composite steel and concrete structures – Part 1-1 General rules and rules for buildings


NA to BS EN 1994-1-1:2004

UK National Annex to Eurocode 4: Design of composite steel and concrete structures – Part 1-1 General rules and rules for

-




Page 30

buildings

BS EN 1994-1-2: 2005+A1:2014

Eurocode 4: Design of composite steel and concrete structures. General rules - Structural fire design.

Corrigendum February 2010. Amendment, April 2014. Corrigendum, August 2014

NA to BS EN 1994-1-2: 2005+A1:2014

UK National Annex Eurocode 4: Design of composite steel and concrete structures. General rules - Structural fire design.

-

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

-

Eurocode 5 Design of timber structures

BS EN 1995-1-1:2004 + A1:2008

Eurocode 5: Design of timber structures – Part 1-1 General – common rules and rules for buildings

+ A1:2008

Corrigendum June 2006

NA to BS EN 1995-1-1:2004 + A2:2014

UK National Annex to Eurocode 5: Design of timber structures – Part 1-1 General – common rules and rules for buildings

+ A2:2014

National Amendment No. 2

BS EN 1995-2:2004

Eurocode 5: Design of timber structures – Part 2 Bridges

-

NA to BS EN 1995-2:2004

UK National Annex to Eurocode 5: Design of timber structures – Part 2 Bridges

-

Eurocode 6 Design of masonry structures

BS EN 1996-1-1:2005 +A1: 2012

Eurocode 6: Design of masonry structures – Part 1-1 General rules for reinforced and unreinforced masonry structures

Corrigenda February 2006 and July 2009

+A1: 2012

NA to BS EN 1996-1-1:2005 +A1: 2012

UK National Annex to Eurocode 6: Design of masonry structures – Part 1-1 General rules for reinforced and unreinforced masonry structures

+A1: 2012

BS EN 1996-1-2:2005 Eurocode 6: Design of masonry structures. General rules - Structural fire design


NA to BS EN 1996-1-2:2005

UK National Annex to Eurocode 6: Design of masonry structures. General rules - Structural fire

-




Page 31

design

BS EN 1996-2:2006

Eurocode 6: Design of masonry structures – Part 2 Design considerations, selection of materials and execution of masonry

Corrigendum September 2009

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

Corrigendum No.1

BS EN 1996-3:2006

Eurocode 6: Design of masonry structures – Part 3 Simplified calculation methods for unreinforced masonry structures

Corrigendum October 2009

NA BS EN 1996-3:2006

UK National Annex to Eurocode 6: Design of masonry structures – Part 3 Simplified calculation methods for unreinforced masonry structures

+ A1:2014

Eurocode 7 Geotechnical design

BS EN 1997-1:2004 + A1: 2013

Eurocode 7: Geotechnical design – Part 1 General rules


+ A1: 2013

NA to BS EN 1997-1:2004 + A1: 2013

UK National Annex to Eurocode 7: Geotechnical design – Part 1 General rules

Corrigendum No.1

+ A1: 2013

BS EN 1997-2:2007

Eurocode 7: Geotechnical design – Part 2 Ground investigation and testing

Corrigendum June 2010

NA to BS EN 1997-2:2007

UK National Annex to Eurocode 7: Geotechnical design – Part 2 Ground investigation and testing

-

Eurocode 8 Design of structures for earthquake resistance

BS EN 1998-1:2004 + A1:2013

Eurocode 8: Design of structures for earthquake resistance – Part 1 General rules, seismic actions and rules for buildings

Corrigendum June 2009, January 2011 and March 2013

NA to BS EN 1998-1:2004

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+A2:2011

Eurocode 8: Design of structures for earthquake resistance – Part 2 Bridges

Corrigenda February 2010 and February 2012

NA to BS EN 1998- UK National Annex to Eurocode -




Page 32

2:2005 8: Design of structures for earthquake resistance – Part 2 Bridges

BS EN 1998-5:2004

Eurocode 8: Design of structures for earthquake resistance – Part 5 Foundations, retaining structures and geotechnical aspects

-

NA to BS EN 1998-5:2004

UK National Annex to Eurocode 8: Design of structures for earthquake resistance – Part 5 Foundations, retaining structures and geotechnical aspects

-

Eurocode 9 Design of aluminium structures

BS EN 1999-1-1:2007 + A1:2009

Eurocode 9: Design of aluminium structures– Part 1-1 General structural rules

+ A1:2009

NA to BS EN 1999-1-1:2007 + A2:2013

UK National Annex to Eurocode 9: Design of aluminium structures – Part 1-1 General structural rules

+ A2:2013

Corrigendum March 2014

BS EN 1999-1-3:2007 + A1:2011

Eurocode 9: Design of aluminium structures – Part 1-3 Structures susceptible to fatigue

+ A1:2011

NA to BS EN 1999-1-3:2007 + A1:2011

UK National Annex to Eurocode 9: Design of aluminium structures – Part 1-3 Structures susceptible to fatigue

+ A1:2011

BS EN 1999-1-4:2007 +A1:2011

Eurocode 9: Design of aluminium structures – Part 1-4 Cold formed structural sheeting

+ A1:2011

Corrigendum November 2009

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

-

A.2 BSI PUBLISHED DOCUMENT

For guidance only unless clauses are otherwise specified in IAN 124/14(W) Annex B.

PD 6688-1-1:2011 Recommendations for the design of structures 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 6688-1-7:2009 + A1: 2014

Recommendations for the design of structures to BS EN 1991-1-7

PD 6688-2:2011 Recommendations for the design of structures to BS EN 1991-2

PD 6687-1:2010

Background paper to the UK National Annexes to BS EN 1992-1-1 and BS EN 1992-3




Page 33

PD 6687-2:2008 Recommendations for the design of structures to BS EN 1992-2:2005



PD 6695-2:2008 + A1:2012 Incorporating Corrigendum No.1

Recommendation for the design of bridges to BS EN 1993

PD 6696-2:2007 + A1:2012

Background paper to BS EN 1994-2 and the UK National Annex to BS EN 1994-2

PD 6694-1:2011 Recommendations for the design of structures subject to traffic loading to BS EN 1997-1

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 6705-2:2010 + A1:2013

Recommendations for the execution of steel bridges to BS EN 1090-2

PD 6705-3:2009 Recommendations on the execution of aluminium structures to BS EN 1090-3

PD 6702-1:2009 Structural use of aluminium. Recommendations for the design of aluminium structures to BS EN 1999

A.3 EXECUTION STANDARDS REFERENCED IN BRITISH STANDARDS OR EUROCODES

BS EN 1090-1:2009+A1:2011

Execution of steel structures and aluminium structures - Part 1: Requirements for conformity assessment of structural components

BS EN 1090-2:2008+A1:2011

Execution of steel structures and aluminium structures – Part 2: Technical requirements for the execution of steel structures

BS EN 1090-3:2008

Execution of steel structures and aluminium structures – Part 3: Technical requirements for aluminium structures

A.4 THE MANUAL CONTRACT DOCUMENT FOR HIGHWAY WORKS (MCHW)

MCHW Volume 1: December 2014 Specification for Highway Works

MCHW Volume 2: December 2014 Notes for guidance on the Specification for Highway Works

MCHW Volume 3: November 2008 Highway Construction Details




Page 34

A.5 THE DESIGN MANUAL FOR ROADS AND BRIDGES (DMRB)

A.5.1 ADVICE NOTES – BRIDGES AND STRUCTURES (BA SERIES)

BA 26/94 Expansion Joints for Use in Highway Bridge Decks Nov 1994 2.3.7

BA 28/92 Evaluation of Maintenance Costs in Comparing Alternative Designs for Highway Structures

Aug 1992 1.2.2

BA 41/98 The Design and Appearance of Bridges Feb 1998 1.3.11

BA 47/99 Waterproofing and Surfacing of Concrete Bridge Decks Aug 1999 2.3.5

BA 67/96 Enclosure of Bridges Aug 1996 2.2.8

BA 68/97 Crib Retaining Walls Feb 1997 2.1.4

BA 82/00 Formation of Continuity Joints in Bridge Decks Nov 2000 2.3.7

BA 85/04 Coatings for Concrete Highway Structures & Ancillary Structures

May 2004 2.4.3

BA 92/07 Use of recycled concrete aggregates in structural concrete May 2007 2.3.9

A.5.2 BRIDGES AND STRUCTURES, STANDARDS (BD SERIES)

BD 2/12 Technical Approval of Highway Structures May 2012 1.1.1

BD 7/01 Weathering Steel for Highway Structures Nov 2001 2.3.8

BD 10/97 Design of Highway Structures in Areas of Mining Subsidence

May 1997 1.3.14

BD 12/01 Design of Corrugated Steel Buried Structures with Spans Greater than 0.9 metres and up to 8.0 metres

Nov 2001 2.2.6

BD 29/04 Design Criteria for Footbridges Aug 2004 2.2.8

BD 33/94 Expansion Joints for Use in Highway Bridge Decks Nov 1994 2.3.6

BD 35/14 Quality Assurance Scheme for Paints and Similar Protective Coatings

Aug 2014 2.4.1

BD 36/92 Evaluation of Maintenance Costs in Comparing Alternative Designs for Highway Structures

Aug 1992 1.2.1

BD 43/03 The Impregnation of Reinforced and Prestressed Concrete Highway Structures using Hydrophobic Pore-Lining Impregnants

Feb 2003 2.4.2

BD 45/93 Identification Marking of Highway Structures Aug 1993 3.1.1

BD 47/99 Waterproofing and Surfacing of Concrete Bridge Decks Aug 1999 2.3.4

BD 51/14 Portal and Cantilever Sign / Signal Gantries May 2014 2.2.4

BD 62/07 As Built, Operational & Maintenance Records for Highway Structures

Feb 2007 3.2.1

BD 65/14 Design Criteria for Collision Protector Beams Dec 2014 2.2.5

BD 67/96 Enclosures of Bridges Aug 1996 2.2.7

BD 68/97 Crib Retaining Walls Feb 1997 2.1.3

BD 70/03 Strengthened/Reinforced Soils And Other Fills For Retaining Walls And Bridge Abutments

May 2003 2.1.5




Page 35

BD 78/99 Design of Road Tunnels Aug 1999 2.2.9

BD 82/00 Design of Buried Rigid Pipes Aug 2000 2.2.10

BD 90/05 Design Of FRP Bridges and Highway Structures May 2005 1.3.17

BD 94/07 Design of Minor Structures Feb 2007 2.2.1

A.5.3 BRIDGES, TECHNICAL MEMORANDA (BE SERIES)

A.5.4 TRAFFIC ENGINEERING AND CONTROL, STANDARDS (TD SERIES)

TD 19/06 Requirements for Road Restraint Systems [correction 1 Feb 2008]

Aug 2006 2.2.8

TD 27/05 Cross Sections and Headroom Feb 2005 6.1.2

A.5.5 HIGHWAYS, ADVICE NOTES (HA SERIES)

HA 66/95 Environmental Barriers Technical Requirements Sep 1995 10.5.2

A.5.6 HIGHWAYS, STANDARDS (HD SERIES)

HD 45/09 Road Drainage and the Water Environment Nov 2009 11.3.10

A.6 INTERIM ADVICE NOTES (IAN)

WO1A.1 (IAN 1) TD 37/93 Scheme Assessment Reporting Jan 1996

WO1A.3 (IAN 3) BA 50/93 Post Tensioned Concrete Bridges Apr 1997

WO1A.4 (IAN 4) BD 44/95 The Assessment of Concrete Highway Bridges and Structures

Oct 1996

IAN 41 European Cement Standards Mar 2002

IAN 45 Structures Management Information Systems (SMIS) Phase IV, V and VI Fixing Structures Defects and System Integration

Nov 2002

IAN 47 Post Tensioned Grouted Duct Concrete Bridges Sep 2003

IAN 48 Measures to Minimise the Risk of Sulphate Attack (Including Thaumasite) - New Construction and Structures Under Construction

Sep 2003

IAN 49 Use of Warning Signs for New Asphalt Road Surfaces Apr 2004

IAN 53 Concrete Half-Joint Deck Structures May 2004

IAN 56 Maintenance of Traffic Signs with Dew Resistant Coatings Jan 2005

IAN 64/05 Driver Information Signs at Road Works May 2005

IAN 70/06 (W) Implementation of New Reinforcement Standards (BS 4449:2005, BS 4482:2005, BS 4483:2005 & BS 8666:2005)

Jan 2006

IAN 71 Marker Posts on Lay-By Segregation Islands Sep 2007

IAN 73/06 Design of Pavement Foundations Nov 2009

IAN 83/06 (W) Principal & General Inspection of Sign/Signal Gantries, & Gantries with Low Handrails or Open Mesh Flooring

Aug 2006

IAN 85/07 (W) Design of Passively Safe Portal Signal Gantries Jan 2008

IAN 86/07 (W) Amendments to Design Requirements for Portal & Cantilever Sign/Signal Gantries

Jan 2008




Page 36

IAN 95/07 (W) Implementation of New Concrete Standards May 2007

IAN 96/07 (W) Guidance on Implementing Results of Research on Bridge Deck Waterproofing

Jul 2007

IAN 97/07 (W) Assessment & Upgrading of Existing Parapets Jan 2009

IAN 105/08 (W) Implementation of Construction (Design Management) Regulations 2007 & The Withdrawal of SD 10/05 & SD11/05

Jan 2008

IAN 110/08 (W) Assessment of Implications (Of Highways Plans & Projects) on European Sites (Including Appropriate Assessment)

Dec 2008

IAN 116/08 (W) Nature Conservation Advice in Relation to Bats Sep 2009

IAN 124/14 (W) Use of Eurocodes for the Design of Highway Structures May 2014

IAN 154/14 (W) Revision of SHW Clause 903, Clause 921 and Clause 942 Aug 2014

IAN 156/14 (W) Revision of Aggregate Specification for Pavement Surfacing Aug 2014

IAN 157/14 (W) Thin Surface Course Systems - Installation and Maintenance Aug 2014

IAN 177/14 (W) Introduction of the Construction Products Regulation (EU) 305_2011

Aug 2014

A.7 RAILWAY SAFETY AND STANDARDS BOARD DOCUMENTS

GC/GN5612 Issue 1 Dec 2014 Guidance on Loading Requirements for the Design of Railway Structures

GC/RT5212 Issue 1 Feb 2003 Requirements for defining and maintaining clearances [plus amendment AM002]

GM/RT2149 Issue 3 Feb 2003 Requirements for defining and maintaining the size of railway vehicles [plus amendments AM001,AM002 and AM003]

GO/RT3413 Issue 1 Aug 2008 Provision of Information and Signs for Access on the Railway [Supersedes GCRT5203 Iss 3]

NR/L3/CIV/020 Issue 1 Jun 2011 Design of Bridges [Replaces RT/CE/S/007 Issue 1]

NR/L3/CIV/140 Various Issues

Various dates

Model clauses for specifying civil engineering work (Various Sections, on different topics)

NR/L3/CIV/151 Issue 6 March 2012

Engineering Assurance of Standard Designs & Details for Building & Civil Engineering Works

NR/GN/CIV/025 Issue 3 Jun 2006 Structural assessment of underbridges

NR/L2/CIV/003 Issue 4 June 2012

Engineering Assurance of Building and Civil Engineering Works

NR/L2/TRK/2049 Issue 12 Mar 2010 Track design handbook

NR/L2/TRK/2102 Issue 6 Mar 2010 Track construction standards




Page 37

A.8 MISCELLANEOUS

BRE Special Digest 1: 2005:Third Edition Concrete in aggressive ground.

CHE Memorandum 227/08 The Impregnation of Reinforced and Prestressed

Concrete Highway Structures using Hydrophobic Pore

Lining Impregnants

CIRIA C543 Bridge Detailing Guide

CIRIA C580 Embedded Retaining Walls – Guidance for Economic

Design

CIRIA C660 Early-age Thermal Crack Control in Concrete

CIRIA C686 Safe Access for Maintenance and Repair




Page 38

Appendix B – Drawings

REINFORCED EARTH

WINGWALLS

CA

RRIA

GE

WA

Y

M4 E

AS

TB

OU

ND

PR

OP

OS

ED

CA

RRIA

GE

WA

Y

M4 W

ES

TB

OU

ND

PR

OP

OS

ED

20003

10003

20003

NR BOUNDARY

NR BOUNDARY

NEW NMU ROUTE

NEW NMU ROUTE

UP RELIEF

UP MAIN

DOWN MAIN

DOWN RELIEF

REINFORCED

EARTH

WINGWALLS

REINFORCED EARTH

WINGWALLS

REINFORCED EARTH

WINGWALLS

DIAPHRAGM

DIAPHRAGM

EXISTING SIGNAL

GANTRY

H4a PRECAST

CONCRETE

PARAPET

TRANSITION

BARRIER

TYPE N2W2

SAFETY

BARRIER

TRANSITION

BARRIER

TYPE N2W2

SAFETY

BARRIER

TRANSITION

BARRIER

H4a PRECAST

CONCRETE PARAPET

SSSI

BOUNDARY

BURIED SERVICES

11kV O/H ELEC

11kV U/G ELEC

LV U/G E

LE

C

LV O/H ELEC

b

aN

N: 186968.001m

E: 341608.634m

CHAINAGE: 20050m

HA

RD S

HO

ULD

ER

HA

RD S

HO

ULD

ER

CE

NT

RA

L R

ES

ER

VA

TIO

N

VE

RG

E

VE

RG

E

ABUTMENT

NORTH

ABUTMENT

SOUTH

L

EXISTING SIGNAL

GANTRY

FOUNDATION

EXISTING SIGNAL

GANTRY

FOUNDATION

3-

3-

SYSTEM

HIGHWAY DRAINAGE

DISCHARGE TO CATCH

PIT

CONCRETE

DITCH

450 Ø UPVC PIPE

WITH SLEEVES IN

ABUTMENT WALL TO

ALLOW MOVEMENT

CATCH PIT

CATCH PIT

1200Ø CULVERT

UNDER NMU ROUTE

C

LC

SWITCH BOX SHALL

BE RELOCATED

9415

DISCHARGE

TO SOAKWAY

HAZARD 0619 -

AND LIVE OLE

RAILWAY TRACKS

HAZARD 0632 -

CATCH

PIT

DISCHARGE

TO SOAKWAY

DIS

CH

AR

GE T

O

HIG

HW

AY D

RAIN

AG

E

SYSTE

M

10003

L-SHAPE GROUND BEAM FOR

SUPPORTING GALVANIZED

STEEL H4a PARAPET



STEEL H4a PARAPET



STEEL H4a PARAPET TRANSITION OF H4a

CONTAINMENT SAFETY

BARRIER (SEE NOTE 6)

3230

4250

TYPE N2W2

SAFETY

BARRIER

29895

43398

CLE

AR S

PA

N

27055

39429

450

mm.

DI

1978

ABUTMENT

NORTH

ABUTMENT

SOUTH

HAZARD 0619 -

HAZARD 0632 -

FP

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

PP

P

P

PP

PP

PP

PP

PP

PP

PP

450

mm.

DI

1978

COMPACTED FILL

SOIL REINFORCEMENT STRAPS

CONNECTOR

FRONT OF WALL DRAINAGE

CONCRETE STRIP

FOUNDATION

REINFORCED EARTH WALL

PANEL JOINT

STRAINED WIRE FENCE

TO HCD DRAWING H13

PRECAST CONCRETE COPING

M4 CORRIDOR AROUND NEWPORT

SBR-2000

LLANDEVENNY RAILWAY UNDERBRIDGE

GENERAL ARRANGEMENT (SHEET 01 OF 02)

P03

D1

AS SHOWN MWA

05/12/16

BLA

05/12/16

RNW

05/12/16

GRD

06/12/16

P03 MWA BLA RNW06/12/16 Final Issue Incorporating WG commentsM4CaN - DJV - SBR -

Z5_2000 - DR - CB - 0002

Welsh Government comments incorporated

FIRST ISSUE

P02 NR BLA RNW18/03/16

P01 VKR BLA RNW07/08/15

INFORMATION

SAFETY, HEALTH AND ENVIRONMENTAL

(Reference shall also be made to the design hazard log).

detailed on this drawing, note the following significant residual risks

In addition to the hazards/risks normally associated with the types of work

Construction

LIVE OLE.

0632 - CONSTRUCTION ADJACENT TO GREAT WESTERN MAIN LINE RAILWAY AND

0619 - EXCAVATION IN VICINITY OF EXISTING BURIED AND OVERHEAD SERVICES.

Maintenance / Cleaning

0622 - WORKING AT HEIGHT DURING INSPECTION/MAINTENANCE WORK.

UseNone

Decommissioning / Demolition

CONCRETE.

0625 - TEMPORARY INSTABILITY OF ABUTMENT WALLS UNDER LOAD FROM WET

Date

Scale

Drawing Title

Project TitleDrawing Status

DO N

OT S

CA

LE

Date Date DateClient Original Size

Suitability

Millim

etres

100

10

0

A1

Drawing Number Revision

Location Type Role Number

Project Originator Volume

Designed / Drawn Checked Approved Authorised

Rev. Date Description By Chk'd App'd

Project Team

Trwydded yr Arolwg Ordnans 100021874.

© Hawlfraint a hawliau cronfa ddata'r Goron 2015. Rhif

Survey 100021874. Welsh Government.

© Crown Copyright and database right 2015. Ordnance

SCALE 1:2500

LOCATION PLAN

6. FOUNDATION DETAILS TO BE CONFIRMED FOLLOWING A DETAILED REVIEW OF GROUND INVESTIGATION DATA.

5. STRUCTURE IS WITHIN THE SSSI BOUNDARY.

4. SIGNAL GANTRY INFORMATION IS BASED ON DRAWING 5060901/CST/1404 REVISION D01 - AS BUILT DRAWING DATED 26.06.08.

3. ADDITIONAL BURIED SERVICES ARE BASED ON NETWORK RAIL BURIED SERVICES PACK WES106935 DATED JANUARY 2014.

2. ONLY WRITTEN DIMENSIONS SHALL BE USED, DO NOT SCALE.

1. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS NOTED OTHERWISE.

GENERAL NOTES:

SBR-2000

LLANDEVENNY

RAILWAY

UNDERBRIDGE

PR

OP

OS

ED M

4 E

AS

TB

OU

ND

PR

OP

OSE

D M

4 W

ESTB

OU

ND

SOUTH WALES MAIN LINE (SWM2)

STE

EL

WO

RKS A

CC

ESS R

OA

D

SCALE 1:

P1 PLAN- 250

P02

P02

P02

P02

P02

P02

P02

P02

P02

P02

P02

SCALE 1:

3 SECTION- 50

P02P02

P02

P02

P02

P02

P02

P02

FOR COSTING

ABUTMENT

NORTH

ABUTMENT

SOUTH

HAZARD 0619 -

HAZARD 0632 -

FP

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

PP

P

P

PP

PP

PP

PP

PP

PP

PP

450

mm.

DI

1978

CONCRETE BEAMS @1975mm

20No U12 PRESTRESSED

RESERVATION

CENTRAL

11000

CARRIAGEWAY

3300

SHOULDER

HARD

1500

VERGE

11000

CARRIAGEWAY

3300

SHOULDER

HARD

1500

VERGE

G.L

1500

DRAIN

1500

DRAIN

6849

120mm SURFACING

WATERPROOFING

INSITU CONCRETE WALL

CONCRETE

DITCH

2.5%2.5%

RE WING WALLS

TOP OF

WING WALL

PRECAST PARAPET ARE CONNECTED TO

PROTRUDING SHEAR REINFORCEMENT OF

DECK THROUGH IN SITU STITCHING

450 Ø UPVC PIPE WITH

SLEEVE CAST IN

ABUTMENT WALL

RE WING WALLS

TOP OF

WING WALL

CONCRETE

DITCH

CONCRETE

DITCH

TEMPORARY INSTABILITY

HAZARD 0625 -

STRAINED WIRE FENCE

TO HCD DRAWING H13

STRAINED WIRE

FENCE

POLYURETHANE JOINT SEALANT BETWEEN

RE WALL AND ABUTMENT WALL

POLYURETHANE JOINT SEALANT BETWEEN

RE WALL AND ABUTMENT WALL

1850

1850

1975

DOWN

MAIN

DOWN

RELIEF

UP

RELIEFUP

MAIN

8.631m8.391m8.509m8.631m

200

6425

4500

NMU ROUTE

35752700

4500

ZONE

FENCE

150

4.78m CLEARANCE

5.45m CLEARANCE

8317

1603

FOR DETAILS OF CONTAINMENT

BARRIER ARRANGEMENT REFER

TO 'TATA' TRANSITION DRAWING REFER:

P365/T/149 OR SIMILAR APPROVED

CONCRETE

ABUTMENT WALL

2m HIGH

PALISADE

FENCE

1050Ø BORED

PILES @ 1200 CTS

DIAPHRAGM

28405

DIAPHRAGM

1350

ABUTMENT

NORTH

ABUTMENT

SOUTH

C

1500

1500

27055 CLEAR SPAN

POLYURETHANE JOINT SEALANT

BETWEEN RE WALL AND ABUTMENT WALL

POLYURETHANE JOINT SEALANT

BETWEEN RE WALL AND ABUTMENT WALL

6N/6P

STRUCTURAL FILL

BEHIND ABUTMENT

STRAINED WIRE FENCE

TO HCD DRAWING H13STRAINED WIRE FENCE

TO HCD DRAWING H13

6N/6P

STRUCTURAL FILL

BEHIND ABUTMENT

1500

L CL

4500

1500

BLIDDING

MIN.

500

L - SHAPE R.C.

GROUND BEAM

WORKING AT HEIGHT

HAZARD 0622 -

AND LIVE OLE

RAILWAY TRACKS

HAZARD 0632 -

PROPOSED OLE TO BE

FIXED UNDER THE BRIDGE

PRECAST H4a VERY HIGH

CONTAINMENT PARAPET

M4 CORRIDOR AROUND NEWPORT

SBR-2000

LLANDEVENNY RAILWAY UNDERBRIDGE

GENERAL ARRANGEMENT (SHEET 02 OF 02)

P02

D1

AS SHOWN MWA

05/12/16

BLA

05/12/16

RNW

05/12/16

GRD

06/12/16

P02 MWA BLA RNW06/12/16 Final Issue Incorporating WG commentsM4CaN - DJV - SBR -

Z5_2000 - DR - CB - 0003

Welsh Government comments incorporated

P01 LV BLA RNW18/03/16

Date

Scale

Drawing Title

Project TitleDrawing Status

DO N

OT S

CA

LE

Date Date DateClient Original Size

Suitability

Millim

etres

100

10

0

A1

Drawing Number Revision

Location Type Role Number

Project Originator Volume

Designed / Drawn Checked Approved Authorised

Rev. Date Description By Chk'd App'd

Project Team

Trwydded yr Arolwg Ordnans 100021874.

© Hawlfraint a hawliau cronfa ddata'r Goron 2015. Rhif

Survey 100021874. Welsh Government.

© Crown Copyright and database right 2015. Ordnance

SCALE 1:2500

LOCATION PLAN

6. FOUNDATION DETAILS TO BE CONFIRMED FOLLOWING A DETAILED REVIEW OF GROUND INVESTIGATION DATA.

5. STRUCTURE IS WITHIN THE SSSI BOUNDARY.

4. SIGNAL GANTRY INFORMATION IS BASED ON DRAWING 5060901/CST/1404 REVISION D01 - AS BUILT DRAWING DATED 26.06.08.

3. ADDITIONAL BURIED SERVICES ARE BASED ON NETWORK RAIL BURIED SERVICES PACK WES106935 DATED JANUARY 2014.

2. ONLY WRITTEN DIMENSIONS SHALL BE USED, DO NOT SCALE.

1. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS NOTED OTHERWISE.

GENERAL NOTES:

SBR-2000

LLANDEVENNY

RAILWAY

UNDERBRIDGE

PR

OP

OS

ED M

4 E

AS

TB

OU

ND

PR

OP

OSE

D M

4 W

ESTB

OU

ND

SOUTH WALES MAIN LINE (SWM2)

STE

EL

WO

RKS A

CC

ESS R

OA

D

SCALE 1:

1 SECTION0002 100

SCALE 1:

2 SECTION0002 100

INFORMATION

SAFETY, HEALTH AND ENVIRONMENTAL

(Reference shall also be made to the design hazard log).

detailed on this drawing, note the following significant residual risks

In addition to the hazards/risks normally associated with the types of work

Construction

LIVE OLE.

0632 - CONSTRUCTION ADJACENT TO GREAT WESTERN MAIN LINE RAILWAY AND

0619 - EXCAVATION IN VICINITY OF EXISTING BURIED AND OVERHEAD SERVICES.

Maintenance / Cleaning

0622 - WORKING AT HEIGHT DURING INSPECTION/MAINTENANCE WORK.

UseNone

Decommissioning / Demolition

CONCRETE.

0625 - TEMPORARY INSTABILITY OF ABUTMENT WALLS UNDER LOAD FROM WET

P01

P01

P01

P01

P01

P01

P01

P01

P01

P01

P01

P01

P01

FOR COSTING




Page 39

Appendix C – Form C Geotechnical Summary Sheet CHAINAGE

INTERVAL:

20+020 TYPE: Railway Underbridge REFERENCES

/COMMENTS

AIP REF

No:

M4CaN-DJV-SBR-

Z5_2000-RP-CB-0001

DESIG

N LIFE:

120 years

RELEVANT EXPLORATORY HOLES

1998 – Norwest Holst – BHM6

2008 – Norwest Holst – SBHM02 CP, SBHM02 RC

2015 – Geotechnical Engineering Ltd. – BH538, BH539, BH540, BH541

Full references are contained

within the GDR.

LOCATION-SPECIFIC GROUND PROFILE

Northern Abutment

STRATA DEPTH TO

BASE* (mOD)

STRATA DESCRIPTION

Head Deposits 10.0

Slightly gravelly sand with cobbles Existing ground level is approx.

11.0m AOD

Attached to the Form C is an

indicative exploratory hole

location plan and schematic

geological long section.

The plan, section and ground

profile are based on all the

ground investigation data.

Tintern Sandstone Formation Not Proven Weak to moderately strong medium to

coarse sandstone

Southern Abutment

Estuarine Alluvium 2.5 Very soft, soft and firm silty sandy clay Existing ground level is approx.

6.50m AOD

Attached to the Form C is an

indicative exploratory hole

location plan and schematic

geological long section.

The plan, section and ground

profile are based on all the

ground investigation data.

Weathered Tintern Sandstone

Formation

1.0 Slightly gravelly sand.

Tintern Sandstone Formation Not Proven Weak to moderately strong medium to

coarse sandstone.

PREVIOUS GROUND

HISTORY

The railway line has been present at this site since 1882 ether

side has remained open land in the form of fields.

The potentially contaminated land

sites (CL) and impact on the

structure foundations are to be

addressed in the main GDR text

CONTAMINATION

RISK ASSESSMENT

Potentially contaminated land site CL-29 located at the

bridge. It is not anticipated that remediation of the made

ground will be required but this is pending further

investigation.

A full risk assessment will be

carried out as part of the

Environmental Statement.




Page 40

GROUNDWATER

Groundwater was encountered at 1m below ground level in

BH539.

Groundwater monitoring conducted in BH539 recorded

groundwater level of 0.56m below ground level in an installation within the Tintern Sandstone Formation.

Groundwater monitoring conducted in BH541 recorded groundwater level of 6.67 m below ground level in an

installation within the Tintern Sandstone Formation

Geotechnical Engineering Ltd.

(2015)

Full references are contained

within the GIR.

SPREAD FOUNDATION DESIGN

STRUCTURE

ELEMENT

BASE

(mAOD)

FOUNDING

STRATUM

FOOTING

SIZE (m)

‘ALLOWABLE’

BEARING PRESSURE

(kN/m2)

Northern

Abutment

TBD Weathered

sandstone

TBD TBD

PILE DESIGN

PILE TYPE: Bored (cased) or CFA Piled foundations will be required due

to the thickness of soft soils

underlying the southern abutment

*Based on DA1-C2

CRITERIA FOR TOE: *4.7m rock socket into Mercia Mudstone

NEG. SKIN FRICTION: In soft Alluvium/Peat 225 kN

STRUCTURE

ELEMENT

TOE

(mAOD)

FOUNDING

STRATUM

LENGTH

(m)

DIAMETER

(m)

*WORKING

(kN)

Southern

Abutment

-3.5 Tintern Sandstone 10 0.9 1245

SETTLEMENT

STRUCTURE

ELEMENT

BASE

(mAOD)

IMMED’T

E (mm)

TOTAL

(mm)

90%

(Months)

REMAINING

(mm)

.

Northern

Abutment

TBD TBD TBD TBD TBD

Southern

Abutment

-3.5 <10mm <10mm <10mm <10mm

DIFFERENTIAL across the structure (mm): 10mm

CHEMICAL ANALYSIS

SPECIES 2:1 EXTRACT SOIL WATER OTHER Geotechnical Engineering Ltd. (2015)

Full references are contained within

the GIR. SO4

-/S2-/S: 0.021 -

CHLORIDE: -

pH: 7.9

Mg: -

REDOX: -

BRE SD1 CLASSES (DS/ACEC/DC): To be determined during the detailed design

OTHER DESIGN FEATURES (e.g. foundation treatment/hazards)




Page 41

Reinforced earth walls are to be used to the rear of the wing walls. It is likely that monitoring of the

railway will be required as part of the works due to the bored pile and potential driven pile installation.

NOTES




Page 42

Appendix D - CDM Hazard Log

Ref No.

Hazard Designer measures taken and considered to eliminate or reduce risk

Residual risk information to pass onto Contractor

0613 Falls from deck edge

Integral construction simplifies working at height. Abutments and wingwalls could be designed to allow for backfill to bottom of beam level, prior to placing the beams, to reduce the risk of working at height. Precast concrete deck edge beams are used where possible to reduce the amount of edge working at height.

The residual hazards carry standard construction risks that have been reduced to an acceptable level for an experienced contractor to manage.

0614 Crane collapse during lifting operations

The weight and position of the centroid of gravity of elements to be provided on relevant drawings.


0615 Painting of steel parapets at height and adjacent to live traffic

Design to adopt galvanised steel parapets to negate need for painting.


0616 Temporary stability during backfill to abutments / wingwalls / reinforced earth walls. Lateral earth pressure leading to abutment / wingwall / reinforced earth wall collapse

Backfill to the retaining walls only to be carried out once the bridge deck is constructed and the deck / retaining walls integral connections are made. Construction sequence to be detailed on the design drawings. Reinforced earth panels to be adequately supported during backfilling.

Limitation on backfill height before deck construction.

0617 Collapse of excavation causing work force to be buried, crushed or trapped in excavation

Excavations to be kept to a minimum depth by design, temporary works to be designed for stability. Maximum excavation slopes to be provided for stability.





Page 43

0618 Risk of ground conditions varying from those assumed in design leading to settlement / damage to structure

Proposed geotechnical investigation to confirm assumptions.


0619 Excavation in vicinity of existing buried and overhead services

Full consultation undertaken with utility companies prior to commencement on site. Contractor to undertake own service enquiries and to clearly, mark, protect or divert. CAT scans to be undertaken prior to any excavations.

Nearly underground cables shown on drawings

0620 Working adjacent to live traffic

M4CaN will be constructed away from the existing M4. Structures affecting local traffic will require traffic management during construction.


0621 Bridge deck props abutments - removal may cause instability of abutments

Risk to be noted on bridge drawings.

Note required for demolition stage on drawing

0622 Working at height during inspection / maintenance work

Use of MEWPs for inspection. Lane closures required to segregate workforce from moving traffic.


0623 Working at height leading to falls from height and material falling on to workforce below

Integral construction simplifies working at height. Appropriate construction sequence to be state in the structures design statement and on drawings. Abutments and wingwalls could be designed to allow for backfill to bottom of beam level, prior to placing the beams, to reduce the risk of working at height.


0624 Flooding of excavation prior to installation of permanent drainage

Reduce depth of foundations as much as possible. Advise Contractor of risk of ground water so that they can manage the risk to the temporary works. Hazard to be highlighted on construction drawings where necessary.


0625 Temporary instability of abutment walls under load from wet concrete

Temporary works shall be designed to accommodate any foreseeable instability





Page 44

0626 Risk of unexploded ordnance in region of bridge foundations and embankments

Preliminary Risk Assessment by Bactec - report No. 5750TA 21/11/2014, supplied to M4CaN project team. Further onsite investigation proposed in medium / high risk areas.


0627 Repetitive manual handling of heavy reinforcement during steel fixing operations causing harm to workforce.

Reinforcement to be detailed to avoid excessively heavy bars where practicable. Large diameter bar lengths to be reduced where possible.


0628 Concurrent site activities

Hazard cannot be eliminated at the design stage. To be controlled through site procedures.


0629 Demolition of precast beams causing snapping of prestressed tendons

Beams to be broken out and lifted out rather than demolishing beams. This is to prevent prestressed strands from releasing during demolition. Demolition sequence to be reverse of construction sequence.

The residual hazards carry standard construction risks that have been reduced to an acceptable level for an experienced contractor to manage

0630 Temporary stability of precast beams under weight of wet concrete, leading to collapse

Temporary works shall be designed to accommodate any foreseeable instability


0631 Errors in the fabrication and precasting of beams leading to substandard structure

Precast elements to be inspected prior to casting of deck. Final survey of precast concrete works to be undertaken prior to delivery to site.


0632 Construction adjacent to Great Western Main Line railway and live OLE

Precast beams proposed to aid speed of construction with minimal risk of fouling railway tracks.

The Contractor need to liaise with Network Rail regarding possession and isolation of live OLE during critical construction activities.

0633 Risk of reinforced earth wall collapse

Reinforced earth wall panels will require stabilisation when fill is removed





Page 45

0634 Damage to existing Network Rail services

Full consultation to be undertaken with Network Rail prior to commencement on site. Contractor to undertaken own service enquiries and to clearly mark, protect or divert. Safe method of working adjacent to and above Network Rail infrastructure to be agreed with Network Rail.





Page 46

Appendix E – Idealised Structure Diagrams

Figure 1: Idealised Structure – Isometric View

Extract from BS 8006-1:2010: Section 6 Walls and Abutments




Page 47




Page 48

Appendix F – Schedule of Eurocode Options and Choices

To be included at KS6.