Flood Risk & Drainage Assessment

Pipestone

Proposed Residential Development, Wakefield Road, Mapplewell, Barnsley

Flood Risk and Foul Drainage Assessment

December 2017

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Flood Risk & Drainage Assessment

Report Control

REPORT Flood Risk & Drainage Assessment

Project: Proposed Residential Development, Wakefield Rd, Mapplewell

Client: Pipestone

Job Number: A104788

File Origin: \\LEEDS2\Data\Projects\A100500- A110000\A104788\reports\Residential\Lidl Mapplewell Residential Site FRA Rev A March 2018.docx

Document Checking:

Primary Author Francisco de Borja Aguilar Initialled:

Contributor Initialled:

Review By Tom Beavis Initialled:

Issue Date Status Checked for Issue

1 20/12/2017 First Issue

2 22/12/2017 Final Issue

3 27/03/2018 Rev A

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Flood Risk & Drainage Assessment

Contents

1 INTRODUCTION ...... 1 1.1 PURPOSE OF THE REPORT ...... 1 1.2 PROPOSED DEVELOPMENT ...... 1 1.3 REQUIREMENT FOR SURFACE WATER DRAINAGE ASSESSMENT ...... 1 1.4 SCOPE OF THE SURFACE WATER DRAINAGE ASSESSMENT ...... 1 1.5 FOUL DRAINAGE ASSESSMENT ...... 2 1.6 LIMITATIONS OF THIS REPORT ...... 2 2 SITE DESCRIPTION ...... 3 2.1 EXISTING SITE ...... 3 2.2 EXISTING DRAINAGE ...... 4 3 FLOOD RISK ...... 7 3.1 FLUVIAL FLOOD RISK ...... 7 3.2 SURFACE WATER FLOODING & OVERLAND FLOWS ...... 7 3.3 SFRA REVIEW ...... 8 3.4 BARNSLEY MBC - LOCAL FLOOD RISK MANAGEMENT STRATEGY (LFRMS) ...... 8 3.5 SEWER FLOODING ...... 8 3.6 GROUNDWATER FLOODING ...... 9 3.7 RESERVOIR FLOODING ...... 9 3.8 SUMMARY OF FLOOD RISK ...... 9 4 DEVELOPMENT PROPOSALS ...... 10 4.1 PROPOSED DEVELOPMENT ...... 10 4.2 SEQUENTIAL & EXCEPTION TEST ...... 10 4.3 LOCAL PLANNING POLICY ...... 10 4.4 DEVELOPMENT AND FLOOD RISK ...... 11 4.5 ASSESSMENT OF PRE AND POST DEVELOPMENT AREAS ...... 11 4.6 PROPOSED MITIGATION ...... 12 4.7 SURFACE WATER DRAINAGE STRATEGY ...... 13 4.8 MINIMUM FINISHED FLOOR LEVELS & OVERLAND FLOOD ROUTE...... 14 4.9 RESIDUAL FLOOD RISK ...... 15 4.10 FUTURE MAINTENANCE RESPONSIBILITIES ...... 15 5 SUDS……………… ...... 16 5.1 SUDS AND DESIGN PRINCIPLES ...... 16 5.2 PROPOSED SURFACE WATER DRAINAGE PRINCIPLES ...... 18 5.3 WATER QUALITY ...... 19 5.4 FUTURE SUDS MAINTENANCE RESPONSIBILITIES ...... 20 6 FOUL DRAINAGE ASSESSMENT ...... 22 6.1 EXISITING FOUL DRAINAGE ...... 22 6.2 PROPOSED FOUL DRAINAGE STRATEGY ...... 22 7 CONSENTS REQUIRED ...... 23 7.1 WATER INDUSTRY ACT 1991 ...... 23 7.2 OFF SITE SURFACE WATER SEWER ...... 23 8 CONCLUSIONS & RECOMMENDATIONS ...... 24 8.1 CONCLUSIONS ...... 24 8.2 RECOMMENDATIONS ...... 25

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APPENDICES

Appendix A - Indicative Masterplan Appendix B - Topographic Survey and Utility Survey Appendix C - YW Sewer Record Appendix D - Correspondence with Barnsley MBC LLFA Appendix E - Greenfield Runoff Calculations Appendix F - Proposed Indicative Drainage Appendix G - Supporting Micro Drainage Calculations Appendix H - Typical SUDS Details Appendix I - YW Pre Development Enquiry

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1 INTRODUCTION

1.1 PURPOSE OF THE REPORT

Pipestone has commissioned WYG Engineering Ltd to undertake a Flood Risk and Drainage Assessment (FRDA) in respect of the proposed residential development in Wakefield Road, Mapplewell. This report has been prepared to accompany the outline planning application for the development as set out below.

It should be noted that in developing the surface water and foul drainage strategies for this development due consideration has been made in respect of the separate detailed planning application for a new retail unit which is to be submitted for the site immediately to the south of the proposed residential development.

This report (Version Rev A) has been updated to incorporate the revised off site surface water drainage proposals and the recent investigations into the existing foul drainage connection to the Yorkshire Water public sewer system.

1.2 PROPOSED DEVELOPMENT

The proposed development is to consist of up to 82 dwellings and associated landscape and infrastructure.

The application site is brownfield as it was occupied by an industrial unit that has now been demolished.

The proposed development is classified as ‘More Vulnerable’ in accordance with Table 2 of the PPG - Flood Risk & Coastal Change (PPG).

A copy of the Indicative Masterplan is contained in Appendix A.

1.3 REQUIREMENT FOR SURFACE WATER DRAINAGE ASSESSMENT

According to flood risk mapping provided by the EA, the site is located within Flood Zone 1: i.e. land assessed as having an annual probability of river flooding lower than 1 in 1000 ( <0.1% Annual Exceedance Probability (AEP). However, as the site area exceeds 1 Ha, in accordance with the Planning Practice Guidelines (Flood Risk & Coastal Change) 1, a Flood Risk Assessment is required to support the outline planning application.

1.4 SCOPE OF THE SURFACE WATER DRAINAGE ASSESSMENT

The FRDA will be undertaken in accordance with the guidelines of the Environment Agency Flood Risk Assessment Guidance in FZ 1 https://www.gov.uk/guidance/flood-risk-assessment-in-flood-zone-1- andcritical-drainage-areas

1 NPPF Section 103 note 20 WYG Engineering part of the WYG Group creative minds safe hands Proposed Residential Development, Wakefield Road, Mapplewell – Flood Risk & Foul Drainage Assessment 1

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In line with the NPPG and the EA requirements, the FRA will review the existing fluvial and coastal flood risk and also consider all other potential sources of flood risk, such as pluvial flooding, sewers, overland flow routes, groundwater flooding, reservoir flooding, and ordinary watercourses.

The FRA will assess the existing flood risk to the site from rivers and the sea and propose appropriate mitigation measures; and establish a management regime for surface water runoff from the site such that flood risk to adjoining areas is not exacerbated. If not managed properly, surface water runoff from the site could potentially lead to increases in flood risk to other areas or the development itself.

As the planning application is an outline application then a high – level surface water drainage strategy will be included in which potential measures for draining surface water will be discussed, and this will have a specific focus on implementing Sustainable Drainage Systems (SUDs) strategies.

1.5 FOUL DRAINAGE ASSESSMENT

The Foul Drainage Assessment will review the existing foul water drainage systems within and adjacent to the development site and identify the peak flows from the proposed development. The assessment will also identify points of connection to the public sewer system. A pre – development enquiry was lodged to Yorkshire Water to confirm the suitability of the proposals.

1.6 LIMITATIONS OF THIS REPORT

This report has been prepared by WYG Engineering on behalf of Pipestone with the scope of the report as described in Section 1.2 above and the particular instructions and requirements. It is not intended for and should not be relied on by any third party and no responsibility is undertaken to any third party.

WYG Engineering accepts no duty or responsibility (including in negligence) to any party other than Pipestone and disclaims all liability of any nature whatsoever to any such party in respect of this report.

This report cannot be reproduced without WYG’s written consent.

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2 SITE DESCRIPTION

2.1 EXISTING SITE

The application site covers an area of 3.65 ha and is currently brownfield, as it is located on a site previously occupied by an industrial unit. The site is adjacent to Wakefield Road in Mapplewell, and the nearest postcode is S75 6FZ and the site’s grid reference is SE 33971 09973.

Site Location

Figure 1 – Site Location 1

The site is bounded by agricultural land to the north, by a disused railway to the east, by a commercial area to the south and residential dwellings to the west and north west.

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Site Boundary

Figure 2 – Site Plan

A topographical survey of the site was undertaken in July 2015 and identified that the site falls from north west to south east. The highest levels within the site are found at the north western corner of the site, where the highest level is 104.30m AOD. The lowest levels are located at the eastern part of the site, and the lowest level is 94.23m AOD.

A copy of the plan showing the survey of the site is contained within Appendix B.

2.2 EXISTING DRAINAGE

2.2.1 Main Rivers

The nearest main river to the application site (as listed on the EA Flood Map for Planning) is the River Dearne, which flows 1.2km to the south west of the site.

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2.2.2 Ordinary and Manmade Watercourses

There are no ordinary watercourses within the site boundary.

2.2.3 Sewers

Yorkshire Water Sewers

Inspection of the Yorkshire Water (YW) sewer records identified a 225mm diameter public foul sewer which drains south parallel with Wakefield Road within the rear gardens of the existing residential properties fronting onto Eastfield Crescent. This sewer discharges into a combined sewer at the junction between Wakefield Road and Bar Lane.

A copy of the sewer records received from YW is contained in Appendix C.

Barnsley Council

The YW sewer records identified a 225mm diameter highway draining south within the western verge of Wakefield Road. However, Barnsley MBC Highways section have confirmed that at present there are known capacity and flooding issues associated with this sewer.

Private Sewers

The utility survey of the site identified a number of manholes within the site. However, these are in a poor condition and mostly blocked.

A potential existing connection from the south west corner of the site discharging to the Yorkshire Water combined sewer has been identified and some initial survey work undertaken.

During January and February 2018 further survey and cleaning works were undertaken and these confirmed that the existing 150mm diameter foul sewer does discharge into the 225mmdaimeter Yorkshire Water sewer located to the west of Wakefield Road.

A copy of the utility survey is included in Appendix B.

Recent discussions have confirmed that the former factory site actually discharged surface water via a separate outfall onto the old railway line from where it is understood that the run off soaked away into the old track ballast. As the railway line and ballast has now been removed and the railway line partially filled in, this results in an element of ground water and surface run off from the application site still draining onto the old railway line.

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This discharge results in the area of the former railway line to the north of Wakefield Road bridge becoming flooded following any rainfall.

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3 FLOOD RISK

3.1 FLUVIAL FLOOD RISK

Fluvial flood risk is the risk arising from rivers and watercourses.

A floodplain is the area that would naturally be affected by flooding if a river rises above its banks or if coastal areas are exposed to coastal flood risk. In England, floodplains and land subject to coastal flood risk are divided into flood zones (FZ) for planning purposes. These areas show the extent of the natural floodplain area at risk of inundation if there were no flood defences or certain other manmade structures and channel improvements. They are divided as follows:

• Flood Zone 3 shows the land having a 1 in 100 or greater annual probability of river flooding.

• Flood Zone 2 shows the additional extent of an extreme flood from rivers. It is land having between a 1 in 100 and 1 in 1,000 annual probability of river flooding;

• Flood Zone 1 is the area where flooding from rivers and the sea is very unlikely.

The EA Flood Map for Planning shows the site as being in Flood Zone 1 and therefore it is considered that it is at low risk of flooding from rivers.

3.2 SURFACE WATER FLOODING & OVERLAND FLOWS

Surface water flooding occurs where high rainfall events exceed the drainage capacity in an area (i.e. sewer system and/or watercourse), leading to flooding.

An extract of the Environment Agency’s Updated Flood Map for Surface Water is shown below in Figure 3. It can be seen that the central area of the application site is at risk of flooding from surface water. The topographical survey indicates that the area shown as being at risk is at a lower level than the adjacent areas and therefore surface water will pond there when the capacity of the drainage system is exceeded. Additionally, the southern boundary is shown as being at risk.

However, it is expected that once the site is re – developed, the new site levels will remove this low lying area, and a suitable drainage system will be provided. Therefore, the risk will become low. Regarding the southern area of the site, as it is proposed to provide open space in the area, no mitigation measures against the existing risk are required.

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Site Boundary High Risk of Flooding (1 in 30 year event)

Medium Risk of Flooding (1 in 100 year event)

Low Risk of Flooding (1 in 1000 year event)

Very Low Risk of Flooding

Figure 3 - Extract from the EA’s Updated Flood Map for Surface Water (July 17)

3.3 SFRA REVIEW

A review of the Barnsley Metropolitan Borough Council SFRA dated 2010 was undertaken to inform this FRA. The following points were highlighted:

• Proposals over 1000 m 2 floor space or 0.4 hectares in Flood Zone 1 need to demonstrate how the proposed development will make a positive contribution to reducing or managing flood risk;

• All development proposals on Brownfield sites are required to reduce surface water run-off by at least 30%; and

• New development should incorporate SuDS;

3.4 BARNSLEY MBC - LOCAL FLOOD RISK MANAGEMENT STRATEGY (LFRMS)

A review was undertaken of the Barnsley MBC Draft LFRMS dated 2014 and this did not identify any additional flood risk issues relevant to the proposed development site.

3.5 SEWER FLOODING

The SFRA does not include Mapplewell as one of the areas where sewer flooding has been recorded and therefore it is considered that the site is at low risk of flooding from sewers.

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3.6 GROUNDWATER FLOODING

The SFRA indicates that a number of areas within the council boundaries are at risk of flooding from groundwater, however the site is not within any of these areas. Therefore, it is concluded that the site is at low risk of flooding from groundwater.

3.7 RESERVOIR FLOODING

Although the probability of a catastrophic dam failure is considered to be extremely low, the consequence of such an event would be severe. A review of the EA online ‘Risk of Flooding from Reservoirs’ identified that the application site is not located within a zone at risk of reservoir flooding.

3.8 SUMMARY OF FLOOD RISK

3.8.1 Overview of Flood Risk

Based on the above it can be seen that the application site is considered to at low risk of flooding from rivers, sewers, groundwater, and reservoir failure. A small low lying area within the central part of the site is shown as being at risk from surface water flooding, however the re – development of the site will remove the low lying area and therefore the risk will become low.

It will be essential to ensure that no increase in flooding occurs downstream of the site as a result of the development and this matter is discussed in more detail within Section 4.

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4 DEVELOPMENT PROPOSALS

4.1 PROPOSED DEVELOPMENT

The proposed development is to consist of up to 82 dwellings and associated landscaping and infrastructure.

The application site is currently brownfield as there used to be an industrial unit on site that has now been demolished.

The proposed development is classified as ‘More Vulnerable’ in accordance with Table 2 of the PPG - Flood Risk & Coastal Change (PPG).

A copy of the Indicative Masterplan is contained in Appendix A.

4.2 SEQUENTIAL & EXCEPTION TEST

One of the aims of the PPG is to steer development away from zones of high flood risk towards Flood Zone 1. According to Table 2 of the PPG (Flood Risk & Coastal Change), the development is classified as ‘More Vulnerable’, and given that the application site is located in Flood Zone 1, according to Table 3 of the PPG (Flood Risk & Coastal Change), the proposed development is acceptable and there is no need for the Sequential or Exception Tests.

4.3 LOCAL PLANNING POLICY

4.3.1 Barnsley MBC Local Plan

A review of the Core Strategy dated 2011 was undertaken. Additionally, Barnsley MBC is in the process of producing a new local plan that will be adopted in 2018. A review of the 2016 Draft Local Plan was also undertaken to inform this report. The Core Strategy includes policies CSP 3 and CSP 4, and the draft Local Plan includes policy CC 3 – Flood Risk which indicate that:

- New development will not be permitted if it is at an unacceptable risk of flooding or if it increases flood risk elsewhere;

- Development on brownfield sites should reduce runoff rates at least a 30%; and

- All major development will be expected to use SuDS unless it is demonstrated that they are not feasible.

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4.3.2 Barnsley LFRMS

A review was undertaken of the Barnsley MBC LFRMS dated 2014. The document provides a background in flood risk within the county and it sets out regional strategies to manage flood risk. One of the objectives that the council will seek as LLFA will be to promote appropriate development that includes SUDS.

4.4 DEVELOPMENT AND FLOOD RISK

4.4.1 Flood Risk to the Development

As discussed in Section 3.8.1, the site is considered to be at low risk of fluvial flooding, groundwater, sewer, overland flows, and reservoir failure. Additionally, in accordance with the requirements of the PPG and the NPPF, it is essential that the development of the site does not increase the risk of flooding off site.

4.4.2 Flood Risk Arising from the Development

The new development will result in the development of a brownfield site in flood risk terms. In line with the requirements of the Barnsley MBC stated in the SFRA, runoff rates from the proposed development must be a 30% lower than the existing runoff rates. However, this requirement has now been superseded by the introduction of the DEFRA Non-Technical Standards for Sustainable Drainage which requires post development run off to be reduced to pre development greenfield run off rates.

On site attenuation will therefore be required within the application site to ensure that the proposed surface water drainage system does not exacerbate flood risk outside of the extent of the proposed development for all storm events up to and including the 1 in 100 plus 30% allowance for climate change storm event.

4.5 ASSESSMENT OF PRE AND POST DEVELOPMENT AREAS

The application site covers an area of 3.65ha and is classified as a brownfield site. Table 3 below shows the pre and post development permeable and impermeable areas for the application site. It must be noted that areas shown as covered by gravel in the topographical survey have been considered impermeable.

In accordance with the requirements of the DEFRA Non-Technical Standards for Sustainable Drainage, the post development discharge rate is to be based on the existing pre development greenfield discharge rate and therefore no allowance will be made for the existing surface water run-off from the existing impermeable areas. Table 1 – Pre and Post Development Areas for Application Site

Status Impermeable Area (Ha) Permeable Area (Ha)

Pre Development – Residential Site 1.1 2.57 Post Development 1.495 2.15

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The above proposed post development impermeable areas have been adopted in assessing the preliminary on site attenuation volumes.

4.5.1 Existing & Proposed Discharge Rates

Although the site is considered a brownfield site in flood risk terms and discharged the previous surface water run off to an off-site sewer system and anecdotal evidence infers that this was discharged to the old railway line to the east.

It should be noted that DEFRA Non-Technical Standards for Sustainable Drainage now require the post development discharge rate to be based on the existing pre-development greenfield discharge rate.

Taking into account the above requirements, an assessment of the pre development greenfield run off rate has been undertaken using the Micro Drainage ICP Suds toolkit and based on a post development impermeable area of 1.495 ha the Qbar greenfield discharge rate has been identified as being 4 l/s/ha, which when applied to the post development impermeable area of 1.495 ha equates to a post development allowable discharge rate of 6.0 l/s.

Appendix D includes the Micro Drainage Calculation of the greenfield run off rate.

4.6 PROPOSED MITIGATION

4.6.1 Flood Risk due to Surface Water Runoff from the Site

In order to ensure that surface water runoff from the site does not cause an increase in flood risk, the management of runoff has been considered via a sequential approach, in line with Building Regulations. The following options for the disposal of surface water runoff were considered, in order of preference 2:

i) A soakaway or some other infiltration system;

ii) A watercourse;

iii) A sewer.

4.5.1.1 Discharge to soakaway

The site investigation information for the site identified that the underlying ground consisted of silty and stiff clays and therefore infiltration is considered to unfeasible to drain the surface water run-off from the development.

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4.7.1.2 Discharge to Watercourse

There nearest watercourse is approximately 580m to the south of the site, south of the A61/abandoned railway bridge. The option of utilising this watercourse is considered further in Section 4.7.

4.6.1.3 Discharge to Sewer

The only sewers which could be utilised to drain the development are either the existing 225mm diameter highway drain or alternatively the existing Yorkshire Water 225mm diameter combined sewer, both of which are located to the west of Wakefield Road.

Barnsley Council as Highways Authority indicated that surface water runoff from the site cannot be accepted into the existing highway drain.

A consultation was issued to YW to seek their views in a discharge of surface water runoff from the proposed development to the combined sewer in Wakefield Rd and this confirmed that surface water could not be drained to the existing combined sewer.

A copy of the relevant correspondence with Barnsley MBC is included in Appendix E.

4.7 SURFACE WATER DRAINAGE STRATEGY

Following further investigation and discussions with Yorkshire Water and Barnsley Highways, it is now proposed to either enlarge and relay the existing highway drain or alternatively lay a new surface water sewer parallel to the existing highway drain with a new outfall being constructed to the existing watercourse to the south of the Wakefield Road railway bridge.

For either option it is proposed that the existing or new surface water sewer will be adopted by Yorkshire Water under a Section 104 agreement.

To serve the proposed residential development and the retail site and the to the south, it is proposed to construct a new surface water sewer connection into the south western part of the retail site. From this manhole the drainage will then split with one leg draining the retail site and another spur serving the future residential development to the north.

The residential site will be drained via a gravity surface water drainage system draining to the south eastern part of the site. From here the surface water will be attenuated by means of a concrete storage tank with the outflow controlled by a pumped system rated at 6 l/s and a new rising main laid within the site highways and discharging into the new connection laid within the north western part of the Lidl site.

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4.7.1 Required Attenuation Volumes

Table 3 below includes the required attenuation volume to be provided to make sure that there is no flooding within the site during any rainfall event up to and including the 1 in 100 year plus 30% climate change event and will be stored within the below ground cellular storage tanks located within the proposed car parking areas.

Within the site the attenuation is to be provided by means of either an open detention pond, below ground storage tanks or oversized sewers or a combination of all three with any detention pond or tanks being located within the green space located along the eastern boundary.

Table 3 – Estimated Attenuation Volumes Impermeable Area Required 1 in Discharge Required 1 in 30 including 10%urban Option 100 year + CC Rate (l/s) year volume (m 3) creep (ha) volume (m 3) 1.65 Discharge to Sewer and then 6.0 395 781 Watercourse

The proposed surface water drainage strategy is contained in Appendix F. Appendix G includes the supporting Micro Drainage quick storage estimates.

4.8 MINIMUM FINISHED FLOOR LEVELS & OVERLAND FLOOD ROUTE

In setting the final external levels for the development it is important to ensure that if flows in exceedance of the 1 in 100 years plus 30% allowance for climate change storm event occur or a failure of the site surface water drainage system occurs, that suitable overland flood routes are provided within the development to ensure no localised flooding of the buildings occurs within the development.

It is therefore proposed to direct overland surface water flows to the east of the application site, given that the site naturally drains in that direction. The site levels and layout will be set in order to maintain an overland surface water flood path through the development. Additionally, it is proposed that the finished floor levels of the new buildings are to be set 150mm above the average ground level, which will ensure that in the event of extensive overland flows, no flooding of the buildings will occur. Additionally, by installing a suitable surface water drainage system, this should deal with any potential surface water flooding issues on site.

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4.9 RESIDUAL FLOOD RISK

If the above mitigation measures are provided as part of the development, it is considered that the primary residual failure would be as a result of some type of failure of the site drainage system during the life of the development. Regular, ongoing maintenance will therefore be required to ensure that the capacity of the system is maintained as it has been designed.

In addition, as discussed above there remains a residual risk of a storm event that exceeds the capacity of the drainage system, as events beyond the 1 in 100 year plus 30% allowance for climate change storm event will not be catered for explicitly.

4.10 FUTURE MAINTENANCE RESPONSIBILITIES

It is anticipated that upon completion of the development the surface water sewers will be adopted under a Section 104 agreement with Yorkshire Water, responsibility for the maintenance of the new surface water drainage systems will eventually be with YW. In the event that the drainage systems remains private, a management company will be appointed to undertake the required maintenance responsibilities.

Maintenance and adoption of SUDs will be covered in Section 5.

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5 SUDS

5.1 SUDS AND DESIGN PRINCIPLES

It is proposed to incorporate a fully compliant SUDS strategy where economically viable 3 in relation to the discharge of surface water drainage from the proposed development.

This section will also seek to identify some of the SUDS systems and techniques which are to be considered and reviewed as part of the proposed detailed surface water drainage design and subsequent planning application for the development site.

5.1.1 The SUDS Management Train

The overarching principles of a SUDS system are to minimise the impacts arising from the development on the quantity and quality of the development surface water run-off, whilst at the same time replicating the natural drainage from the site before development.

SUDS key objectives are to minimise the impacts from the development on the quantity and quality of run-off and to maximise amenity and biodiversity opportunities.

The accepted SUDS management train consists of three elements:

Source Control • Water butts, green roofs, filter drains, pervious surfaces, swales, rain water harvesting Site Control • Swales, ponds, wetlands, infiltration devices Regional Control • Basins, ponds and wetlands • Reservoirs

The following is an illustration of these principles and how they may be applied to a development via a SUDS Management Train.

3 Reasonable and “what is reasonably practical” is as set out within paragraphs 082,083,084 and 085 of the PPG (Flood Risk & Coastal Change) and compliance with the Technical Standards (i.e. DEFRA Non Statutory Technical Standards for Sustainable Drainage) will be regarded as not practical, if the cost of compliance exceeds the cost of compliance with Building Regulations (unless compliance is necessary where there is a risk of flooding requiring the development to be safe and to avoid flood risk elsewhere).

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Various methods are currently available for source, site and regional control. A review has been undertaken of how best the various systems and sub techniques could be incorporated into the proposed surface water management design and these are set out below:

Table 4 – Review of SuDS elements Type of SUDS Description Applicability to the Site Small storage tanks on each individual Water butts This is appropriate for the site. housing plot

Rain water Recycling of water from roofs and This could be appropriate for the harvesting impermeable areas. site.

Vegetated roofs that reduce runoff This is not appropriate for the Green roofs Source and remove pollutants. site. Control Pervious Surfaces that allow surface water This could to be appropriate for surfaces inflow into underlying surfaces. the site.

Shallow depressions with free draining Rain This could be appropriate for the soil and planted with vegetation that Gardens site. withstands occasional flooding

Linear drains or trenches filled with This is not appropriate for the Filter drains granular material that allow infiltration site. to the surrounding ground.

Vegetated channels to convey store This is likely to be appropriate for Swales and treat runoff. the site.

Site & Shallow areas of open space that This is likely to be appropriate for Basins/ponds Regional temporarily hold water and collect silt. the site. Control

Infiltration Shallow depression that stores runoff This is not appropriate for the basin before it infiltrates into the subsoil. site.

Generally granular trenches or Infiltration This is not appropriate for the soakaways that store water and allow devices site. infiltration to the surrounding ground.

As the proposed SUDS strategy will only be seeking to utilise source and site wide methods, regional methods have not been considered.

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5.2 PROPOSED SURFACE WATER DRAINAGE PRINCIPLES

As discussed in Section 4, the surface water drainage strategy seeks to dispose of surface water through the use of either a detention basin or below ground tanks and either a connection off site to a watercourse or to an existing sewer.

Details of typical SUDS features that could be incorporated into the future detailed surface water drainage design are contained in Appendix G.

The individual elements of the surface water drainage systems potentially suitable for the site are discussed in more detail below:

Permeable Paving

Permeable Paving is a type of paving designed to allow run off to seep into its internal structure, and thus can provide an element of water attenuation and water quality benefits. Permeable paving can be designed to either discharge surface water to an on - site sewer system, with an impermeable surround to prevent infiltration of water into the ground, or can be designed to allow water to infiltrate into the ground via a permeable membrane. Permeable paving may be suitable for adopted and un adopted highways, car parking areas etc. and will provide water quality benefits.

Detention Basin

Detention ponds (also known as detention basins) are dry basins that attenuate storm water run-off by providing temporary storage and controlled release of detained runoff. They are normally vegetated depressions (i.e. grass) that remain mainly dry, except during and immediately after storm events. The detention pond may also incorporate a small permanent pool of water at the outlet to prevent re-suspension of sediment particles by high intensity storms and to provide enhanced water quality treatment for frequent storm events.

Lined detention ponds may be provided with a maximum depth of no more than 1.5m, and side slopes of approximately 1 in 3, and subject to the final design, may incorporate shallow ledges.

The ponds will be designed to incorporate a shallow dished section within the central part to allow low flows to drain to the outfall. At times of high rainfall the pond will fill up to provide the required attenuation and then drain down to maintain a grassed area for general amenity use.

The ponds can be designed to be infiltrative or non-infiltrative, depending on the ground permeability and susceptibility to pollution.

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In order to provide access for maintenance to the ponds inlet and outlet structures, vehicular access will be provided around the structure utilising a grass grid or similar pavement system.

Filter Drains

Filter trenches or drains are shallow trenches filled with gravel that provide attenuation, storage and filtration to surface water runoff. The filter material can be located directly on a trench or a structural concrete trench can be provided. Depending on the ground conditions, infiltration may take place from the filter drain. If infiltration is not feasible, a perforated pipe can be provided to convey surface water runoff to another SuDS feature or to the discharge point of the system.

Swales

Swales are linear vegetated drainage features in which surface water can be stored or conveyed. They can create low flow velocities so much of the suspended particulate load in the surface water run-off settles out, thus providing effective pollutant removal. Additionally, assuming ground conditions permit, they can be designed to allow infiltration and could be incorporated across the site, space allowing. The swales would be shallow (i.e. 1m deep) depressions with a grass finish and where ground conditions permit an element of infiltration incorporated within stone basal layer.

Rainwater Harvesting and Water Butts

The use of rainwater butts and rainwater recycling could be promoted in residential areas in order to reduce runoff and to minimise water consumption.

5.3 WATER QUALITY

In accordance with the SuDS manual, the effectiveness removing pollutants varies depending on the SuDS element. Given the size of the proposed development, it is expected that a SuDS treatment train formed by two elements will provide the required treatment to surface water runoff, according to Table 26.2 of the SuDS Manual.

Reviewing the SUDS options, set out within Section 5.2, it can be demonstrated that at least three levels of treatment may be possible with these being provided by the following systems:

a) Permeable Paving; b) Swales with Basal Stone Layer; c) Detention/Infiltration Ponds

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It is recommended that any future detailed surface water drainage design for the development site should provide at least two levels of treatment in respect of water quality where possible. Although possible options have been stated above, alternative SUDS options may also be considered during the detailed design stage which achieves the same water quality objective.

Provided that the above two levels of treatment are provided then there should be no reduction in the overall water quality of the receiving aquifer, however consideration should also be made as to the overall water quality objectives of the existing watercourses in particular any downstream ecologically sensitive areas (e.g. SSSI) that may be affected by a change in the water quality regime.

5.4 FUTURE SUDS MAINTENANCE RESPONSIBILITIES

As stated previously it is anticipated that the main sewers within the application site will be adopted under a Section 104 agreement with Yorkshire Water and therefore the maintenance of these elements will be undertaken by Yorkshire Water.

In respect to the detention basins and any other SUDs elements provided within the application site, these will initially be undertaken by the Developer and subsequently a Management Company, will be set up and be funded by each house owner. This requirement will be incorporated into the deeds of each property so that as and when the houses are sold, the requirement to fund the Maintenance Company is transferred to the new owner. The maintenance of any SuDS within the individual plots will be undertaken by each home owner.

The Maintenance Company will establish a regular inspection and maintenance schedule, which will not only cover the surface water and flood measures, but will also include the maintenance of the landscaped areas

It is proposed that the full inspection and maintenance schedule will be provided, at a later date to discharge the relevant planning condition.

Table 5 below shows the maintenance requirements of each of the proposed SuDS elements for the scheme.

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Table 5 - Maintenance tasks and frequency required

SuDS Recommended Maintenance Task element Frequency

Monthly Remove litter and debris Monthly in Spring and Cut grass & vegetation management Summer or as Inspect inlets, outlets and structures required Remove sediments from inlet and outlet Ponds/Basins Every 12 months Prune and trim trees

Remove sediments from main basin Every 5 years Repair erosion and other damages As required Relevel surfaces

Permeable Brushing and vacuuming Every 12 months Pavements Weed removal Every 12 months Rehabilitation of surface and upper As required substructure As required Remediation of depressions and cracked As required blocks Remediation of landscaping . As required

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6 FOUL DRAINAGE ASSESSMENT

6.1 EXISITING FOUL DRAINAGE

As stated within Section 2.2.3 there is a 225mm diameter sewer immediately to the west of Wakefield Road.

A copy of the sewer records received from YW is contained in Appendix C.

6.2 PROPOSED FOUL DRAINAGE STRATEGY

The application site is to consist of up to 82 residential units. Based on a peak flow of 0.0462 l/s per residential unit (refer to Sewers for Adoption 6 th Edition), the peak foul flow has been assessed as being 3.8 l/s.

In relation to the proposed foul drainage solution to be adopted for this site, it is proposed that the foul drainage will drain by gravity to the south eastern corner where it will then be pumped up along the new highway network before discharging into the new spur to be constructed as part of the adjacent retail development to the south.

Yorkshire Water indicated in their response to the pre-development enquiry that the foul flows from the proposed development for both sites can be accepted into the existing 225mm diameter combined sewer located to the west of Wakefield Road and a copy of this approval is contained within Appendix H.

Further discussions are ongoing with Yorkshire Water as to the remedial works associated with utilising the existing connection, or alternatively constructing a short section of new foul sewer along Wakefield Road and connecting onto the Yorkshire Water sewer where it is not located within any private gardens.

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7 CONSENTS REQUIRED

7.1 WATER INDUSTRY ACT 1991

7.1.1 Section 98

In the event that it is not possible to adopt the proposed surface water connection points as identified within Section 4, then an off site surface water connection could be provided by means of a sewer requisition to be submitted to Yorkshire Water under Section 98 application of the Water Industry Act 1991.

7.1.2 Section 106

Any new connection to the Yorkshire Water public sewer system will require a Section 106 application under the Water Industry Act 1991.

7.1.3 Section 104

The foul and surface water system within the proposed development is to be constructed to adoptable standards such that it can at a future date be adopted by YW. As such, the proposed foul and surface water sewers will be subject to an agreement under S104 of the Water Industry Act 1991.

7.2 OFF SITE SURFACE WATER SEWER

Where it is required to construct a new sewer through land owned by Barnsley MBC to the south of the Wakefield Road railway bridge, then approval will be required from the land owner (Barnsley MBC) to lay the sewer and also from the riparian owner of the receiving watercourse (Barnsley MBC) to facilitate the works.

This process is ongoing and subject to the results of the proposed CCTV drainage investigations as to the outfall and route of the existing Wakefield MBC highway drain.

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8 CONCLUSIONS & RECOMMENDATIONS

8.1 CONCLUSIONS

This report has identified the following conclusions: 1. The foul and surface water drainage for the new residential development is to be developed in conjunction with the proposed detailed planning application for the adjacent retail development immediately to the south of the application site.

2. The development site is shown on the EA Statutory Flood Maps for Planning as being entirely within Flood Zone 1.

3. The proposed development is to consist of up to 82 new residential units together with associated infrastructure and landscaping on the 3.67 ha site.

4. The site is classified as brownfield as it was previously occupied by a now demolished industrial unit.

5. The existing & proposed developments are classified as ‘More Vulnerable’ according to Table 2 of the NPPG (Flood Risk & Coastal Change).

6. The existing site falls from north west to south east with a lower plateau where the former industrial unit was located being present within the southern part of the site.

7. The nearest main river to the application site (as listed on the EA Flood Map for Planning) is the River Dearne which flows 1.8km to the south west of the site.

8. The nearest watercourse is located approximately 580m to the south of the application site.

9. There are no historical records of any flooding within the application site.

10. The application site is considered to be at low risk of flooding from rivers, surface water, sewers, overland flows, groundwater, and reservoir failure.

11. The application site is underlain by silty stiff clays as identified by the site investigation study and deemed unsuitable to utilize infiltration techniques to drain the surface water run-off from the development.

12. The existing pre development greenfield Qbar discharge rate is estimated to be 6.0 l/s, and has been adopted in assessing the on site attenuation should a discharge to a watercourse be adopted.

13. Following further investigation and discussions with Yorkshire Water and Barnsley Highways, it is now proposed to either enlarge and relay the existing highway drain located to the west of Wakefield Road or alternatively lay a new surface water sewer parallel to the existing highway drain with a new outfall being constructed to the existing watercourse to the south of the Wakefield Road railway bridge.

14. For either option it is proposed that the existing or new surface water sewer will be adopted by Yorkshire Water under a Section 104 agreement.

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15. To serve the retail site and the proposed residential development to the north, it is proposed to construct a new surface water sewer connection into the south western part of the site. From this manhole the drainage will then split with one leg draining the retail site and another spur serving the future residential development to the north.

16. The required attenuation storage will be provided by means of underground cellular storage tanks, over sized pipework or detention basins located within application site.

17. Based on a pumped solution with a maximum pumping rate of 6 l/s, the estimated 1 in 30-year storage volume has been calculated as being 385m3 and an additional exceedance volume of 1,139m3 being required, which will be provided by allowing the external car parking areas to flood with the site levels set to ensure that this exceedance volume is retained with the site boundary.

18. Based on a gravity discharge to the existing watercourse at a rate of 8.8 l/s the estimated 1 in 30 year storage volume has been calculated as being 986m3 and an additional exceedance volume of 396m3 being required, which will be provided by either a larger storage tank or where the final site levels permit allowing the external car parking areas to flood with the site levels set to ensure that this exceedance volume is retained with the site boundary.

19. It is proposed to provide SuDS elements such as swales, permeable pavements and detention basins to provide the required attenuation within the site.

20. Foul flows will drain to the Yorkshire Water sewer located to the west of Wakefield Road.

21. Yorkshire Water have accepted that the total foul flows from both the new retail store and the proposed residential development can be discharge d to the existing 225mm diameter combined sewer located to the west of Wakefield Road.

8.2 RECOMMENDATIONS Based on the above, the following recommendations are made:

1. Finished Floor Levels of the new buildings are to be set at 150mm above the average ground level to ensure that in the event of exceedance events causing overland flows within the development, no flooding of the properties will occur.

2. The final site layout and drain age design shall seek to maximise the use of SUDs techniques as outlined within this assessment.

3. Further surveys and investigation is required to confirm the outfall location of the existing Barnsley MBC highway drain.

4. Following resolution of the above, a scheme shall be prepared for either upgrading and relaying the existing highway drain or laying a new off site surface water drainage sewer along Wakefield Road eventually discharging into the existing watercourse to the south of the Wakefield Road railway bridge.

5. On completion, a regular inspection & maintenance regime is to be provided for the proposed components of the drainage system.

6. Further discussions are required with Yorkshire Water as to the remedial works associated with utilising the existing connection, or alternatively constructing a short section of new foul sewer along

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Wakefield Road and connecting onto the Yorkshire Water sewer where it is not located within any private gardens.

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APPENDIX A Indicative Masterplan

WYG Engineering part of the WYG Group creative minds safe hands THIS DRAWING IS COPYRIGHT, AND REMAINS THE PROPERTY OF HTC ARCHITECTS. IT MUST NOT BE REPRODUCED, USED, DISCLOSED OR TRANSMITTED TO THIRD PARTIES IN ANY FORM, IN WHOLE OR IN PART, WITHOUT PRIOR WRITTEN PERMISSION.

DO NOT SCALE! ALL DIMENSIONS SHOULD BE CHECKED ON SITE BEFORE WORK COMMENCES

SUBJECT TO TITLE PLAN CHECK

SUBJECT TO HGV TRACKING CHECK

BASED ON LIDL PRESENTATION BROCHURE DATED 26.04.17

SUBJECT TO TOPOGRAPHICAL SURVEY

SUBJECT TO REVIEW OF LEVELS AND FALLS

AREA NOT SURVEYED 100.96 Def

P/W

1.0 SUBJECT TO CONFIRMATION OF CAR CHARGING POINT

STN/22 101.67 100.91 h 101.79 REQUIREMENT 100.79

h Dense Vegetation 1.0 P/W 101.64 Area Of Trees

101.67 101.14 100.83 SUBJECT TO LIGHTING PLAN 100.67

101.07 101.04 IN ACCORDANCE WITH SCON BBS 2017 100.82 101.15 101.02 100.68 [RECEIVED 27.04.2017] P 100.92

101.98

100.93 100.97 TE/57 101.43 Assumed Fence Line

Line 3 Fence Assumed 101.24 100.93

h 1.0 P/W 101.02

101.03 100.80 Dense Vegetation COURT Area Of Trees 101.12 100.96 100.95 100.44

101.07

P/W 101.07 1.0 TIPSEY 100.20 Dense Vegetation 101.01 h Area Of Large Trees 100.97 100.58 100.43 101.12 Assumed Fence Line P N h 1.0 101.77 TE/58 P/W 100.06 101.65 100.35

Assumed Wall 100.29 I/R

1.8 101.23 Dense Vegetation 101.03 h 101.68 Area Of Trees 101.82 2 101.06 100.21 100.64 104.04 101.33 103.52 101.34

100.56

Long Grass R/W 102.42 102.06 99.62 101.21 101.77

100.79 104.22 101.81 P/W

1.0 STN/23 Building 102.24 100.25 h 102.42 No.2 100.58

1 101.44 100.79 Ridge 99.85 99.45 102.69 112.60 102.12 101.92 STN/24 101.70 99.30 Line Assumed Wall 102.21 101.97 102.04 h 102.20 1.8 I/R 99.08 Dense Vegetation 100.48 100.05 98.67 EL 102.72 99.99 TE/53 99.09 109.87 101.42 100.28 98.77 101.78 101.93 98.93 112.92 99.49 103.05 99.63 Road 101.24 98.99 TE/54 Long Grass 99.48 100.39 99.99 98.76 h 98.18 1.8 102.58 112.13 I/R 100.76 Line 99.45 Ridge 104.18 Pond Ridge 100.02 99.56 102.03 Line 99.77 99.22 TE/55 97.97 101.25 99.80 98.53 105.41 103.94 98.57 105.33 102.82 101.60 111.05 103.94 HL SL 99.47 105.19 EV 109.58 103.29 109.58 108.56 102.19 99.25 Line 100.07 98.45 103.46 Blacktop Ridge 112.93 Building 100.39 99.83 111.02 1 99.31 No 99.83 105.23 Kerb 99.72 98.27 100.59 EV h 99.59 107.76 2.0 H/M 103.74 Hedge Dense Vegetation 98.95 102.36 2.0 102.99 100.06 105.10 h 101.41 101.62 100.66 99.54 Old Stone .25 HL 102.54 101.51 SL 103.73 109.53 103.38 103.15 104.98 108.56 99.58 99.85 Wall

Kerb 0.5 Grass 100.24 98.87 h 103.44 99.93 105.00 102.61 100.12 99.60 G 104.09 101.48 104.96 101.98 99.16 105.03 103.92 100.50 104.09 103.12 97.89 h 103.27 101.70 97.81 1.8 104.49 Ditch C/L 98.84 h 99.53 2.0 99.80 Hedge 99.28 102.85 100.31 102.06 104.78 98.19 103.64 99.52 m KO 100.59 103.62 99.88 104.62 99.78 99.28 Long Grass LP 104.73 103.58 102.95 97.50 102.40 98.73 Line Line 100.49 99.60 Dense 99.57 104.68 Fence Centre STN/25 Vegetaion 100.30 100.08 Hedge 103.53 103.28 Area Of Trees Assumed 103.48 102.50 Assumed 100.71 104.67 99.86 99.81 104.67 103.51 98.65 103.06 100.68 98.50 99.76 Dense Vegetation 103.31 104.85 103.48 103.35 100.58 P 104.49 104.45 99.84 99.17 103.41 102.72 99.66 99.47 103.46 103.30 104.32 103.43 100.65 104.47 P 103.48 104.46 103.23 C/L 102.69 99.98 98.82 102.88 1.8 103.42 h 97.22

103.30 102.48 104.44 99.00 98.69 103.19 h 97.59 102.89 1.8 102.40 C/L 99.54 104.37

Dense Vegetation 102.86 Area Of Trees 103.00 102.17 98.33 102.78 99.12 98.07 104.51 STN/30 101.96 104.21 104.42 102.62 100.03 101.75 100.09 104.10 102.48 102.87 100.09 Dense Vegetation 101.31 103.97 102.84 101.75 Area Of Trees 98.44 101.36 99.95 98.79

101.18 98.07 97.15 104.05 P 102.46 102.12 102.75 101.26 96.61 98.94

102.38 101.25 103.98 102.15 103.86 Dense Vegetation 104.20 98.10 97.57 P/W Long Grass Area Of Trees 98.64 1.0 Dense Vegetation h 102.47 Line Area Of 102.13 Trees Fence C/L 102.06 Assumed 103.65 1.8 h Dense Vegetation Long Grass 97.50 101.84 Area Of Trees 98.25 96.46 103.76 98.54 Long Grass 102.20 Building 101.97 101.76 102.26 103.70 97.50 96.68 IC 97.42 97.66 103.91 103.61 98.66 97.80 97.86 97.48 97.40 97.25 97.40 96.16 103.52 P 98.05

102.52 Line 97.36 101.58 103.48 Vegetation 96.24 101.87 97.45 101.28 Approx Long Grass Line 103.30 Fence 97.44 101.65 Assumed 97.39 101.43 STN/31 97.95 TE/56 103.40 97.45 97.46 96.46 97.35 101.95

103.37 101.14 101.41 97.38 103.57 97.65 101.35 101.29 98.75 MH 97.42 P 97.36 98.16 101.49 TP 97.42 97.46 G 98.41 Silt Trap 97.48 Long Grass 98.28 101.44 103.09 96.83 LP 100.09 Unclear 103.17 Extent 101.88 OHC G 97.36 97.48 101.34 97.14 97.37 97.46 95.66 102.98 Building 97.75 97.41 Dense Vegetation 97.17 98.80 97.33 Blacktop KO 101.49 Long Grass 97.92 103.06 99.93 97.46 95.76 97.51 101.02 97.16 97.38 103.03 STN/21 101.80 97.77 Long Grass Concrete 97.40 TRP 97.46 101.67 95.47 103.22 STN/26 98.27 101.00 100.73 97.11 97.36 102.94 97.87 99.17 97.18 97.49 101.75 102.79 99.5499.53 OHC 97.45 96.42 102.84 96.72 97.21 97.50 102.67 C/L DP 100.95 Kerb Cable 102.84 1.8 97.49 h 97.30 Of 95.23 h 1.8 100.46 99.41 102.77 C/L 99.74 97.91 100.75 100.55 97.27 Extent 97.30 RWP 100.92 102.71 P 97.18 97.51 95.14 Vegetation 97.19 97.06 101.61 98.18 97.18 Assumed h STN/18 95.40 102.94 99.14 1.8 100.93 97.48 C/L 97.16 96.46 Dense Vegetation 100.21 97.46 Area Of Trees 97.27 102.45 97.45 97.54 102.57 102.6m 101.03 100.78 97.60 97.16 97.31 102.41 97.46 97.42 h 100.65 97.20 C/L 1.8 100.91 SGY 62 Lines 97.48 102.33 Fence CATV 97.62 G 102.50 Assumed 95.86 CATV Assumed Long Grass R/W 97.14 97.54 97.12 102.71 100.59 IC 97.26 97.19 97.16 COL Fence SGY 97.57 96.58 100.83 102.35 97.13 Line 96.81 95.39 102.44 Lines 97.32 STN/14 Canopy 96.44 Dense Vegetation Long Grass SV 100.54 98.52 97.16 Blacktop Assumed 97.44 FFL 97.57 97.45 Area Of Trees TE/15 100.45 97.25 97.51 96.24 95.21 96.81 100.72 RWP LP 100.84 97.14 C/L 97.43 BT 97.43 100.52 97.34 1.8 95.98 97.12 MH 102.29 96.26 CC h 96.01 97.18 97.48 OHC 97.45 127.43 97.41 96.03 96.14 102.13 UTL 96.16 100.80 BH 95.15 102.23 96.91 97.19 THL

97.49 Concrete OHC 100.85 127.42 101.01 100.07 96.81 96.65 102.46 Speed 102.02 97.29 102.17 97.04 95.44 94.99 97.14 Assumed 97.06 95.57 95.08 Camera

97.30 P/W STN/3 P 95.75 101.00 96.30

102.17 Building 1.0 Dense Long Grass Area h Def

Of Vegetation Kerb Line 97.45 102.10 Trees 100.77 97.18 MH 100.27 97.44 RWP Long Grass Flooded 95.85 102.03 100.66 99.77 97.15 97.45 95.30 100.58 98.32 96.74 95.62 C/L 95.51

E 101.85 1.8 E E

E 97.34

E 100.58 E h E

E 101.84 C/L 97.51 E 95.27

1040

1.8 1060

1080

1100

1120

1140

h Concrete 96.39 1160

1180 5080 N 97.45 94.85 1200 102.14 95.31 94.92 101.92 97.19 99.53 95.30 94.64 101.88 97.26 95.63 95.24 97.16 97.27 95.26 MH 99.82 97.42 95.16 100.31 RWP 97.43 94.98 Building 96.73 G 101.78 Flooded 95.30 95.90 99.26 101.63 97.42 95.25 Long Grass 97.14 TE/52 100.59 97.23 95.04 94.88 98.36 IC CL 97.23 96.76 101.71 Assumed IL 96.67 97.36 101.70 96.41 95.10 94.78 TE/60 Building 94.80 100sØ BH 99.89 97.43 95.07 P/W 101.86 Line MH IC 1.0 KO 97.44 h CL 97.26 97.40 150sØ 97.34 IL 96.67 Flooded 101.51 97.14 94.68 101.52 96.47 99.20 COL 97.43 95.04 99.87 97.26 96.36 94.87 94.42 101.37 GP 97.39 100.27 94.65 Hedge 94.52 97.42 11 97.24 97.14 h 94.88 101.44 94.64 Line 98.19 97.42 96.66 60 Of 99.19 150sØ 97.16 Conifers 97.16 New RC retaining96.31 wall 101.59 97.13 94.80 8.0 97.62

h 99.65 99.39 R/W IC C/L STN/2 96.51 97.24 1.8 Retaining up to 1m 101.29 97.39 94.69 150sØ 101.22 97.63 h 94.55 101.28 IC 101.12 CL 97.18 5060 N IL 96.45 97.41 97.42 96.25 98.99 96.81 TE/50 P 97.42 94.39 95.12 STUMP 96.25 Long Grass IC STUMP 101.17 99.98 New paladin fence and security gate COL RWP 101.03 97.93 94.55 97.58 99.98 97.19 97.15 with emergency push pad/bar96.04 97.46 96.89

Kerb TE/59 IC LP 99.23 94.34 98.78 96.86 95.88 97.29 Long Grass 103.20 97.38 101.03 97.36 R/W RG 94.31 Line 102.28 96.52 Kerb Blacktop 100.86 99.43 G Canopy

Blacktop C/L 94.56 100.96 IC 97.44 1.8 Long P 97.22 97.42 Grass h Silt Trap 95.94 G 94.59 97.38 98.66 97.42 100.95 100.81 97.11 99.81 RG 101.10 104.07 97.13 99.81 96.21 99.15 I/R 2.6 97.46 94.81 h COL 99.81 96.93 94.67 94.60 97.28 97.04 TE/51 Building 94.75 94.68 98.98 97.14 98.61 97.43 IC 94.69 100.79 99.34 IC 97.37 Slab G TE/49 97.24 Concrete 96.47 96.44 94.78 100.61 Silt Trap 97.40 94.93 Slab IC RG Long Grass

104.71 Warehouse Slab 94.88 97.52 546.9 56 m 94.47 100.70 97.53 P 94.70 94.69 100.64 C/L 94.75 99.59 1.8 98.97 Dense 5040 N 97.16 97.26 94.75 h 97.17 Long Grass 94.60 99.59 100.82 96.70 Vegetation 98.54 97.61 Concrete 97.12 96.70 150Ø 97.43 97.06 100.58 STN/4 Long Grass Long Grass G 100.57 100sØG

100.55 Kerb 94.68 100.38 STN/13 97.43 94.49 94.46 Blacktop 97.19 COL 97.39 PYL MH R/W P Blacktop 100.45 97.15 CL 97.28 150Ø 99.18 97.90 97.67 97.05 G IL 96.32 96.76 97.41 100.65 R/W 97.15 94.54 97.73 STN/20 98.81 Long Grass 97.20 97.45 96.88 96.86 97.11 97.43 100.40 98.60 RG 96.84 B 104.58 New paladin fence and security gate R/W 96.81 97.40 98.08 97.70 94.63 99.41 B 97.50 THL

OHC

Concrete 97.18 135.59 B 97.41 94.46 97.39 97.44 96.89 with emergency push pad/bar 94.67 PYL 100.37 P KO 99.14 PYL 100.33 97.41 96.90 Concrete 97.09 100.19 OHC 136.13 97.25 97.01 PYL 97.42 97.64 99.23 97.23 Wall 0.2 97.08 94.76 LP B h 96.96 EASTFIELD 97.44 B RG 100.21 100.18 New gabion retaining wallBlacktop B 94.37 104.50 97.69 97.29 96.98 100.19 98.00 P 97.41 COL 97.71 94.93 97.46 97.11 97.04 99.41 97.68 97.47 97.37 PYL TE/14 CATV 98.89 Retaining up to 1m97.34 MH 94.82 CC IC Area 97.43 97.36 100.21 97.25 Sales m2 97.86 100.35 99.95 94.80 99.41 98.41 UTL 1325 97.12 99.28 R/W 98.87 97.48 97.46 100.15 99.41 97.25 RG 94.92 97.37 SIZE 97.13 100.00 SV 99.89 97.97 104.74 97.91 Concrete Assumed h DECK 0.8 R/W TBC 94.49 Wall PLANT P 98.86 Fence 5020 N 97.47 LOCATION 97.45 96.88 99.98 99.13 AND Line 99.53 99.90 Concrete Utility C/L EASTFIELD 97.51 15.5 100.03 Kerb 1.8 m 94.81 99.91 P 98.50 Room Kerb 97.30 Cash h CRESCENT 97.90 9.7 96.83 100.21 CATV Wall m TE/48 97.43 97.04 99.82 SP 95.21 2.0 97.41 97.26 95.07 97.78 97.17 97.27 h 98.24 97.29 99.79 97.13 Long Grass 99.71 Kerb 99.56 98.08 Wall GP 98.17 97.40 STN/9 Vegetation 0.3 99.85 Dense Kerb 96.74 98.77 Kerb 99.06 h Cage STN/17 97.14 96.77 Night97.47 97.41 95.01 Dense Vegetation 97.91 COL 96.72 97.15 Area Of Trees 99.95 97.91 98.33 97.90 99.30 98.46 97.78 FFL 94.55 R/W IC 97.42 Concrete 98.69 98.34 97.40 97.30 97.25 97.40 95.01 98.56 97.14 Wall 97.46 14 97.20 Canopy 96.77 2.0 DK Gravel Blacktop 98.15 97.62 Track 95.61 Und 99.53 Kerb 8 96.55 CRESCENT h 98.72 104.30 100.03 99.83 98.56 Line 96.26 HL 98.98 R/W 97.41 97.40 95.70 103.29 DK 99.22 Warehouse 97.41 SL 546.9 C/L 104.56 P m Line 104.34 P HL 99.08 1.8 SL 97.21 97.32 96.83 99.83 97.29 96.38 95.59 Building P 98.60 h Ridge 104.34 99.34 Concrete 103.29 99.66 Blacktop 99.32 97.40 96.07 HL 97.29 106.25 SL 97.98 97.19 Blacktop 97.43 99.42 96.64 104.21 Kerb 103.18 HL 99.42 COL 97.17 SL 97.16 97.31 96.81 95.93 99.47 97.46 Kerb 99.48 96.33 WO 97.45 COL 8100.0 99.46 97.27 104.20 7000.0 Bakery 95.99 95.43 WAKEFIELD 73.6 HL 103.19 99.73 99.56 97.99 TRP/2 m 97.39 P SL Concrete 99.31 98.53 96.71 99.47 96.93 EV Managers18 Kerb COL 104.29 Office Line 98.99 Kerb 97.40 95.41 8.6 96.36 42Building 9 Kerb m 96.41 Ridge 99.67 12700.0 95.99 99.15 97.47 97.44 99.81 99.43 STN/19 106.10 99.41 IT Room 97.44 Dense Vegetation 8.9 96.19 99.59 97.30 96.48 m RG Area Of Trees P 5000 N 104.47 97.32 9 9 97.48 Welfare Cloakroom 97.41 97.42 29 98.51 97.18 97.29 41.1 14.3 99.60 STN/1 CATV 97.86 m m 97.47 99.77 Lobby 99.50 4.3 97.39

OHC m STN/16 130.41 95.92 97.13 Baby 97.46 99.27 95.91 97.45 97.47 Change 97.35 150Ø EV Lobby 96.23 Long Customer/Acc. Kerb 104.51 Entrance22.1 WC P 99.35 99.47 Grass m 7.1 SGY 96.31 TE/47 OHC m SGY 97.47 130.29 5200.0 96.84 99.11 MH SGY 97.42 100Ø Blacktop 98.55 Kerb CL 97.23 Matwell SGY 96.10 Dense 98.78 98.31 Concrete 98.94 IL 96.49 Bays Long Grass 99.64 DP 97.36 97.41 TE/46 Kerb Trolley 97.41 Vegetation EV RWP 96.66 BT 99.37 7000.0 99.29 104.50 97.42 Staff 98.83 G 100sØ P KO MH Blacktop 150Ø IC ROAD COL 97.27 97.36 Staff 96.34 CL 97.30 96.82 UTL 96.50 TP IL 96.81 LP Kerb 97.50 97.24 96.36 97.18 150Ø Out 97.34 Staff OHC 97.23 96.35 99.31 150Ø 106.73 98.27 IC 97.32 TP 10400.0 G 97.32 95.85 99.38 97.27 Blacktop OHC 106.36 97.11 MH CL 97.22 Over 97.29 Long Grass 97.39 97.32 IL 96.56 Canopy Concrete 96.08 Approx 97.23 Staff 97.79 Concrete 99.35 5200.0Ramp 97.21 Building 98.30 103.98 KO 3 RWP SPACES / 97.28 7000.0 97.59 96.07 99.23 IC TE/45 Line 98.35 Building 97.20 98.58 97.24 97.20 97.26 97.64 Building 5200.0 P&C 95.58 P 94.98 99.46 RWP 97.26 98.80 8 97.24 TE/44 96.52 FH 98.07 / 97.20 97.20 STN/12 97.28 C/L Concrete 98.25 97.42 Ridge 99.19 98.68 HL 103.84 1.8 14 97.23 95.11 104.54 Line 99.06 97.46 SL 102.94 h 97.26 PARKING G Dense Vegetation 95.26 95.21 97.12 99.38 97.17 disabled RWP 97.21 97.19 97.25 98.08 Grass Area Of Trees 9 P 99.17 99.04 97.11 97.21 95.26 136 TE/43 97.34 97.02 99.09 WAKEFIELD Blacktop 104.59 7000.0 Building 97.26 97.39 Dense Including 97.19 4980 N 2 97.39 COL 99.00 97.27 97.67 97.23 94.92 Vegetation RG 97.39 P 98.47 100.86 97.13 95.14 Long Grass 98.12 IC 98.31 97.40 97.32 97.27 98.98 EV Concrete CL 97.79 97.11 96.97 100.90 97.21 P IL 97.40 97.39 95.80 97.39 98.87 RWP Building G 97.27 97.09 97.29 TE/42 98.51 97.26 97.04 96.56 STN/28 98.66 97.39 BH 95.16 97.77 Kerb P 97.31 COL 96.96 97.40 97.22 98.97 Kerb 97.29 97.34 96.84 P 99.15 Line 97.90 97.17 95.04 95.07 R/W Of 97.74 98.57 97.36 98.89 Conifers 150sØ G 95.11 97.00 97.29

11 97.09 P 103.71 COL 96.80 98.79 h 9000.0 97.23 97.20 HL TRP/4 97.17 96.82 96.40 102.64 97.28 Building SL 97.20 98.81 97.11 TRP/1 97.54 97.24 96.87 97.29 TRP/5 97.16 EV 97.93 97.83 R/W 96.78 TE/41 104.07 97.73 IC Building 98.79 97.09 G 97.30 97.98 97.18 98.66 97.89 97.75 96.52 UTL ROAD 5200.0 95.08 P 98.63 97.57 94.99 IC R/W COL TE/40 94.98 98.24 95.38 98.73 Assumed Building Line 96.83 SV 97.23 STN/5 SP 98.35 G 98.92 98.79 32 97.13 I/R 97.23 97.14 94.96 27 2.0 New gabion retaining wall 98.95 98.35 97.15 95.16 Sensor 97.67 h 97.69 97.77 97.40 G Vegetation Dense Vegetation Retaining heightTE/39 from 0 - 2.7m 98.66 Blacktop Dense 96.56 96.28 DK IC COL Area Of Trees P 98.65 7000.0 97.11 96.29 94.97 98.74 97.20 95.12 95.05 97.17 97.17 TE/37 LP 98.43 Old TE/36 97.75 Wall 97.36 5 97.53 96.06 95.99 Outline 97.14 TRP/3 Ponding Area SP 95.01 97.63 TE/38 98.59 96.27 97.13 C/L 98.48 Long Grass 97.14 1.8 4960 N 97.38 97.14 h 95.03 97.1836 97.22 TE/13 98.57 97.92 Concrete 96.75 97.10 TE/01 Position 95.02

97.46 Extent Unclear 97.34 Assumed 97.15 95.88 97.25 97.25 TE/12 98.72 97.83 97.36 STN/15 TE/04 98.46 97.03 96.57 TE/02 STN/11 97.27 95.49 102.55 h SL 97.11 1.8 98.09 Kerb C/L C/L 95.19 103.75 97.14 94.93 HL 98.18 1.8 TE/03 Dense Vegetation 98.31 97.28 Position h 94.95 103.72 98.31 97.34 Area Of Trees 102.59 98.38 97.61 97.07 Assumed HL 97.32 95.65 SL TE/06 TE/05 106.49 Building 103.72 97.30 97.88 Long Grass 96.28 HL 102.85 97.23 95.37 G 98.20 SL 98.34 97.54 97.53 97.04 EV 97.69 97.12 97.13 96.37 Ridge 103.72 TE/07 98.24 Wall 97.21 TE/08 30 BT 97.44 Line 97.52 95.58 2.0 98.27 TE/20 95.20 97.02 Unclear h TE/29 95.09 97.92 h TE/33 96.44 TE/09 106.50 97.92 7.0 97.19 95.79 97.91 Extent 98.34 97.05 96.46 TE/32 98.52 97.53 Of Conifers 97.07 97.10 TE/10 h Line 1.8 98.23 97.24 96.76 C/L TE/16 97.37 95.11 Ditch Kerb TE/34 OHC 97.11 96.02 94.98 105.54 95.60 98.26 97.89 TE/21 96.51 97.31 97.00 96.48 95.00 TP TE/30 Dense Vegetation 95.71 96.76 TE/35 Area Of Trees 97.02 98.03 TE/18 96.70 97.14 95.34 Kerb 97.02 Setts TE/22 96.66 95.78 97.04 Residual Hazard Register: 95.32 97.09 95.92 BT Position Wall 98.08 95.41 Assumed OHC 97.09 TE/31 95.41 124.13 TE/27 TE/17 96.49 98.01 96.51 95.75 97.11 97.01 95.48 97.93 C/L AREA NOT SURVEYED 1.8 95.70 STUMP 95.55 AREA TO BE h 98.12 TE/26 HGV Tracking 96.84 TE/19 TE/23 Ditch 95.68 TE/28 96.95 96.89 1 97.00 96.84 4940 N 98.04 96.32 CATV SURVEYED Pedestrian movements within car park. 95.96 Assumed Fence Line MH TE/25 TE/24 Assumed Fence Line 96.71 Cable 97.99 R/W 96.76 96.21 97.9m EV 95.94 98.18 101.05 97.98 Steps 103.03 Line 97.92 R/W Ridge

97.85

E

97.80 E E 96.41 E

STN/6 103.03 E

New Lidl pylon sign E

E

E 97.91 96.39 Ditch E

OHC 122.77

1040

1060

1080 96.54 h 1100

1120 Railway

96.01 1.8 1140

1160

97.90 C/L 1180 MH Nursery School 1200 96.01 97.86 97.72 Extent Unclear 96.29 96.28 Overhead 98.05 New gabion retaining wall 96.50 97.79

97.56 Retaining up to 1m

97.61 Assumed Fence Line

LP

97.66 97.87 Rev. Date Description Drawn

IC 97.53 Line Building Approx WIN 97.09 97.49 Dismantled 97.52 97.40 Wall EV 97.63 98.76 1.5

h Building DK

97.44 Blacktop

Kerb 97.40 Line Ridge Und Approx 97.47 102.12 Bdy 97.19 IC

Kerb 97.26 G 97.25 97.16 97.27

Blacktop

97.24 Ward York Place Studio Wakefield 97.39 8 Britannia Street

KO 97.12 Leeds 97.32 LS1 2DZ

T:(0113) 244 3457 Road 13 W: www.htcarchitects.co.uk E: [email protected] 16 Garage client Lidl UK GmbH

project ETL New Store Wakefield Road, Mapplewell Works drawing title Development Site Area (sq m) 45,249 sq m

Post Red Line Site Area (sq m) 9,098 sq m Proposed Masterplan Green Line Boundary Area (sq m) 2,316 sq m

Store Type Reference Type 1300 Store

Sales Areas (sq m) 1325 date May 2017 Number of Aisles 5 Aisle status Feasibility Issue G/F GIA (sq m) 2125 2 Building footprint (ex canopy) (sq m) 2206 scale 1:500 @ A1 96.0m 3 Building footprint (inc canopy) (sq m) 2403

1 Lidl Car Park Spaces 136 drawn AB checked DW

9 job no. 1744 dwg no. 31 rev. - Eastfield Arms Flood Risk & Drainage Assessment

APPENDIX B Topographic Survey and Utility Survey

WYG Engineering part of the WYG Group creative minds safe hands 434100E 433900E 433950E 434000E 434050E 434150E 433850E 410100N 410100N

LF1 433894.679 409976.132 103.400 LF2 433954.092 409861.101 99.564 LF3 434041.445 409848.778 97.321 LF4 434001.110 409923.981 97.348 LF5 434088.194 409892.656 96.935 LF6 434110.234 409891.422 96.515 LF7 434122.440 409892.133 94.783 LF8 434139.737 409885.664 94.352 LF9 434123.591 409842.814 94.704 LF10 434113.028 409812.089 94.846 LF11 434103.897 409794.807 95.606 LF12 434057.053 409779.892 95.992 LF13 434040.887 409786.096 96.245 LF1A 433925.507 409896.708 100.818

410050N 410050N

410000N 410000N

409950N 409950N

409900N 409900N

409850N 409850N

409800N 409800N 434150E 433850E 434100E 434050E 434000E 433950E 433900E

409750N 409750N Flood Risk & Drainage Assessment

APPENDIX C YW Sewer Record

WYG Engineering part of the WYG Group creative minds safe hands

Flood Risk & Drainage Assessment

APPENDIX D Correspondence with Barnsley MBC LLFA

WYG Engineering part of the WYG Group creative minds safe hands francisco.aguilar

From: Atkins , Wayne Sent: 22 August 2017 09:19 To: francisco.aguilar Cc: Grayson , Ian Subject: RE: Ordinary Watercourse in Wakefield Road, Mapplewell

Francisco,

Unfortunately Barnsley MBC Highways Department have a policy of not accepting flows from private developments in the Highway Drainage Network due to issues with ownership and responsibility for repair and possible pollution incidents in the future.

Regards

Wayne Atkins Principal Engineer – Drainage Environment & Transport Place Directorate Barnsley Metropolitan Borough Council

Telephone: 01226 772182 E-mail: [email protected]

From: francisco.aguilar [mailto:[email protected]] Sent: 21 August 2017 10:57 To: Atkins , Wayne Cc: Grayson , Ian Subject: RE: Ordinary Watercourse in Wakefield Road, Mapplewell

Hello Wayne,

As we just discussed, YW has indicated that there is a 225mm diameter highway drain under the A61 in Mapplewell as shown in the attached plan.

Could you please indicate if Barnsley Council as Highway Authority would accept the discharge of surface water runoff from the proposed developments into this highway drain?

Thank you for your help

Regards

Francisco Aguilar Flood Risk & Drainage Engineer

For more information about WYG Engineering, please have a look at our brochure

WYG Arndale Court, Headingley, Leeds, West Yorkshire, LS6 2UJ Tel: +44 113 219 2284 www.wyg.com

WYG Engineering Limited. Registered in England number: 1959704. Registered Office: Arndale Court, Otley Road, Headingley, Leeds, West Yorkshire LS6 2UJ VAT No: 431-0326-08.

1

From: Atkins , Wayne [ mailto:[email protected] ] Sent: 16 August 2017 10:39 To: francisco.aguilar < [email protected] > Cc: Grayson , Ian < [email protected] > Subject: RE: Ordinary Watercourse in Wakefield Road, Mapplewell

Francisco,

Unfortunately there is no watercourse under Wakefield Road at this location. Surface water from part of the old factory discharged down the adjacent railway embankment into the old signal ducting, since the railway bridge under Wakefield Road was infilled this now causes flooding issues to the public footpath on the old railway line.

Obviously this situation cannot be mimicked by your proposal and you will need to find an alternative outfall for surface water from the site.

Regards

Wayne Atkins Principal Engineer – Drainage Environment & Transport Place Directorate Barnsley Metropolitan Borough Council

Telephone: 01226 772182 E-mail: [email protected]

From: francisco.aguilar [ mailto:[email protected] ] Sent: 08 August 2017 14:52 To: Atkins , Wayne Subject: RE: Ordinary Watercourse in Wakefield Road, Mapplewell

Hi Wayne,

Apologies for that. I attach the proposed masterplan that indicates the site location with the OS background.

Thank you

Regards

Francisco Aguilar Flood Risk & Drainage Engineer

For more information about WYG Engineering, please have a look at our brochure

WYG Arndale Court, Headingley, Leeds, West Yorkshire, LS6 2UJ Tel: +44 113 219 2284 2 www.wyg.com

WYG Engineering Limited. Registered in England number: 1959704. Registered Office: Arndale Court, Otley Road, Headingley, Leeds, West Yorkshire LS6 2UJ VAT No: 431-0326-08.

From: Atkins , Wayne [ mailto:[email protected] ] Sent: 08 August 2017 14:33 To: francisco.aguilar < [email protected] > Subject: RE: Ordinary Watercourse in Wakefield Road, Mapplewell

Hi,

There is no location plan attached to your enquiry, please can you send one.

Thanks

Wayne Atkins Principal Engineer – Drainage Environment & Transport Place Directorate Barnsley Metropolitan Borough Council

Telephone: 01226 772182 E-mail: [email protected]

From: HighwayDrainage Sent: 08 August 2017 10:40 To: Atkins , Wayne Subject: FW: Ordinary Watercourse in Wakefield Road, Mapplewell

Hi Wayne

Just confirm for me please and ill send the forms out.

Kim Fox Network Resilience Technical Assistant Environment & Transport Place Directorate BMBC Tel : 01226 773589 Email: [email protected]

3 From: francisco.aguilar [ mailto:[email protected] ] Sent: 08 August 2017 10:28 To: HighwayDrainage Cc: tom.beavis Subject: Ordinary Watercourse in Wakefield Road, Mapplewell

Dear Sir/Madame,

We have been commissioned to undertake a Flood Risk Assessment to support a planning application for the development of a new Lidl store and a residential development on a brownfield site adjacent to the A61 – Wakefield Road in Mapplewell. Please find attached a location plan for convenience.

Yorkshire Water has advised in their response to our pre – development e nquiry that there is a culverted watercourse under Wakefield Road. Could you please confirm if this is the case, and provide details of the watercourse? This would be our preferred discharge point for surface water runoff from the development in the event that infiltration proves to be unfeasible.

Assuming that this watercourse exists, we would be grateful if you could advise if Barnsley Council has enabled any local regulations regarding ordinary watercourse in addition to the Land Drainage Act 1991; and if there are any records of flooding in the location or additional information that we may need to be aware of.

Thank you for your help,

Regards

Francisco Aguilar Flood Risk & Drainage Engineer

For more information about WYG Engineering, please have a look at our brochure

WYG Arndale Court, Headingley, Leeds, West Yorkshire, LS6 2UJ Tel: +44 113 219 2284 www.wyg.com

WYG Engineering Limited. Registered in England number: 1959704. Registered Office: Arndale Court, Otley Road, Headingley, Leeds, West Yorkshire LS6 2UJ VAT No: 431-0326-08.

This message contains confidential information and is intended only for the recipient. If you are not the recipient you should not disseminate, distribute or copy this e- mail. Please notify the sender immediately by e-mail if you have received this e-mail by mistake and delete this e-mail from your system. E-mail transmission cannot be guaranteed to be secure or error-free as information could be intercepted, corrupted, lost, destroyed, arrive late or incomplete, or contain v iruses. The sender therefore does not accept liability for any errors or omissions in the contents of this message, which arise as a result of e-mail transmission. If verification is required please request a hard-copy version.

*** Barnsley MBC Disclaimer: This e-mail and any files attached are confidential for the use of the intended recipient. If you have received this e-mail in error please notify the sender as soon as possible and delete the communication from your system without copying, disseminating or distributing the same in any way by any means. Any views or opinions expressed belong solely to the author and do not necessarily represent those of the Council. In particular, the Council will not accept liability for any defamatory statements made by email communications. Recipients are responsible for ensuring that all e-mails and files sent are checked for viruses. The Council will not accept

4 francisco.aguilar

From: Atkins , Wayne Sent: 20 December 2017 10:15 To: tom.beavis Cc: francisco.aguilar; [email protected] Subject: RE: Proposed development at Wakefield Road in Mapplewell- Discharge to highway drainage.

Tom,

As stated previously to Francisco, we do not allow flows from private developments into the Highway Drainage system. In particular in this area we already have flooding issues with the Highway Drainage system so therefore believe there are issues with either the capacity of the drain or with damage to the drain therefore we can not allow additional flows into this drain.

I am unaware of where this drain outfalls but if YW state that it connects into the sewage system and are obviously happy with you discharging 5 l/s into the system I would suggest you ask them for permission to connect into one their sewers in the area which discharges to the same system.

I understand the issue with laying a sewer to the local watercourse but with regard to access to third party land I would suggest going through YW’s requisition process where their powers of entry can be used.

Regards

Wayne Atkins Principal Engineer – Drainage Environment & Transport Place Directorate Barnsley Metropolitan Borough Council

E-mail: [email protected]

From: tom.beavis [mailto:[email protected]] Sent: 18 December 2017 16:06 To: Atkins , Wayne Cc: francisco.aguilar; [email protected] Subject: Proposed development at Wakefield Road in Mapplewell- Discharge to highway drainage.

Wayne I refer to previous correspondence you have had with Francisco Aguilar on the above site, in which we requested a connection to the existing 225mm diameter highway drain that drains along the west of Wakefield Road and I understand eventually discharges into the Yorkshire Water surface water system further south.

Can you pleas provide a copy of your highway drainage records for the area which show the point of connection to the YW sewer system as at present we do not have these

In your response to Francisco, you stated that Barnsley MBC Highways Department have a policy of not accepting flows from private developments in the Highway Drainage Network due to issues with ownership and responsibility for repair and possible pollution incidents in the future.

Following further investigations we have identified that the use of infiltration and the site is underlain by very silty clays so infiltration not viable. The only other alternative is to lay a long off site sewer along the old railway line (up to 580m) and discharge into a local watercourse, however, this will involve crossing third party land as well and obtaining such an agreement may not be possible.

Having further discussed the matter with Yorkshire Water and bearing in mind there are no economic alternatives, they have proposed that we use Section 115 of the Highways Act to allow the additional flows of 5 l/s (or greater if

1 possible) to be drained into the existing 225mm diameter highway drain. Can you confirm if this would be an acceptable way forward and what if any, additional information you would require to progress this option.

It should be noted that there is a strong political pressure for the development to progress and bearing in mind that there are no reasonable alternative options for draining the surface water flows, can Barnsley MBC Highways reconsider our proposal.

If you wish to discuss any matter relating to the above please contact me on 0113 219 2292

Regards

Tom Beavis Associate

For more information about WYG Engineering, please have a look at our brochure

WYG Arndale Court, Headingley, Leeds, West Yorkshire, LS6 2UJ Tel: +44 113 219 2292 Mob: +44 7870 636 828 www.wyg.com

WYG Engineering Limited. Registered in England number: 1959704. Registered Office: Arndale Court, Otley Road, Headingley, Leeds, West Yorkshire LS6 2UJ VAT No: 431-0326-08.

This message contains confidential information and is intended only for the recipient. If you are not the recipient you should not disseminate, distribute or copy this e- mail. Please notify the sender immediately by e-mail if you have received this e-mail by mistake and delete this e-mail from your system. E-mail transmission cannot be guaranteed to be secure or error-free as information could be intercepted, corrupted, lost, destroyed, arrive late or incomplete, or contain viruses. The send er therefore does not accept liability for any errors or omissions in the contents of this message, which arise as a result of e-mail transmission. If verification is required please request a hard-copy version.

*** Barnsley MBC Disclaimer: This e-mail and any files attached are confidential for the use of the intended recipient. If you have received this e-mail in error please notify the sender as soon as possible and delete the communication from your system without copying, disseminating or distributing the same in any way by any means. Any views or opinions expressed belong solely to the author and do not necessarily represent those of the Council. In particular, the Council will not accept liability for any defamatory statements made by email communications. Recipients are responsible for ensuring that all e-mails and files sent are checked for viruses. The Council will not accept liability for damage caused by any virus transmitted by this e-mail. No guarantees are offered on the security, content and accuracy of any e-mails and files received. Be aware that this e-mail communication may be intercepted for regulatory, quality control, or crime detection purposes unless otherwise prohibited. The content of this email and any attachment may be stored for future reference.

2 Flood Risk & Drainage Assessment

APPENDIX E Greenfield Runoff Rates

WYG Engineering part of the WYG Group creative minds safe hands WYG Group Limited Page 1 . . . Date 02/08/2017 10:55 Designed by francisco.aguilar File Checked by XP Solutions Source Control 2015.1

ICP SUDS Mean Annual Flood

Input

Return Period (years) 2 Soil 0.450 Area (ha) 1.000 Urban 0.000 SAAR (mm) 652 Region Number Region 3

Results l/s

QBAR Rural 4.0 QBAR Urban 4.0

Q2 years 3.8

Q1 year 3.5 Q30 years 7.1 Q100 years 8.4

©1982-2015 XP Solutions Flood Risk & Drainage Assessment

APPENDIX F Proposed Indicative Drainage

WYG Engineering part of the WYG Group creative minds safe hands This drawing is copyright of Topping Engineers LTD and must not be copied or reproduced in anyway without written consent. DO NOT SCALE OFF THIS DRAWING Key: Notes: Impermeable Area Proposed Surface Water Drainage 1. This drawing is to be read in conjunction with all relevant Proposed Impermeable Area 14960m2 architect's and engineer's drawings. Proposed Foul Water Drainage 2. It is assumed that all works will be carried out by a competent GREENFIELD RUN OFF (IH124 METHOD) contractor working, where appropriate, to an approved method statement. RURAL GREENFIELD RUN OFF @ 4.0ha - 6.0l/s

It is therefore proposed (subject to agreement) RWP AND SVP/FOUL CONNECTIONS that surface water flows from the development be ARE SUBJECT TO FINAL AREA NOT SURVEYED restricted to a peak flow of 6.0l/s. CONFIRMATION BY ARCHITECT

AREA NOT SURVEYED

150Ø (32.56m) 150Ø (29.81m)

150Ø (13.64m)

150Ø (14.50m)

225Ø (51.61m)

150Ø (48.32m)

150Ø (17.24m)

150Ø (18.11m)

150Ø (39.80m) 150Ø (49.55m) 150Ø (40.00m) 150Ø (13.23m)

150Ø (12.40m) 150Ø (45.33m)

150Ø (50.30m)

225Ø (49.51m)

Drainage Strategy

150Ø (54.30m) The site is located within flood zone 1 with a low risk of flooding from rivers or the sea.

300Ø (54.48m) The site is currently Greenfield. Calculations using IH124 method

CARLOW PRECAST indicate the Greenfield run-off based on the site area is 6.0l/s. CONCRETE TANK 27.5x15x2.5m DEEP TO PROVIDE 781m3 OF STORM WATER STORAGE Under SuDs guidance the first point of discharge for surface water 450Ø (3.20m) is percolation via soakaway. It is proven that the ground conditions are not be suitable for soakaways. For details of the percolation 150Ø (22.48m) 150Ø (49.60m) 150Ø (20.89m) 450Ø (24.67m) test results please see report in site investigation. 225Ø (50.00m) 450Ø (22.55m) 450Ø (9.38m)

RISING MAIN PROPOSED SW RISING MAIN PACKAGE 150Ø (9.85m) PUMPING STATION. NPPF guidelines require that surface water arising from a developed RISING MAIN COMPOUND Pump to act as flow 10x8m control device 6.0L/sec (Head 2.5m) site should as far as practicable be managed in a sustainable manner 150Ø (27.83m) 150Ø (7.75m) 300Ø (26.00m) to mimic the surface water flows arising from the site prior to 150Ø (9.97m) RISING MAIN 300Ø (10.38m) PROPOSED FOUL PACKAGE development. PUMPING STATION. 150Ø (18.28m) COMPOUND 10x8m 300Ø (20.31m) Surface Water:

150Ø (19.98m) RISING MAIN Greenfield flow is calculated at 6.0l/s. Subject to agreement with 150Ø (17.51m)RISING MAIN

150Ø (29.65m) LLFA

150Ø (14.31m) 150Ø (29.54m) 150Ø (14.22m) The proposed impermeable area is 14960m2. Based on a flow A Surface water layout revised 27-3-18 RTM 150Ø (17.46m) 150Ø (19.84m) restriction of 6.0l/s and modelling using Micro Drainage software the attenuation requirement for a peak return period of 1 in 100year plus No. Revision Date Drwn

30% climate change is 1030.2m3. Status

RISING MAIN Attenuation to be provided via CARLOW CONCRETE TANK RISING MAIN (27x15x2.5m Deep). The flows will be restricted to 6.0L/sec. The pump will act as a flow control devise. Surface water sewer to connect into a new surface water sewer. Off site

route to be confirmed. Client

RISING MAIN Netherton Building and Construction Ltd Foul Water:

Project 150Ø 150Ø Foul from the site will be an adopted network which will gravitate to Former William Freeman Site an adopted foul pumping station in the south east corner of the site. This will be pumped to an new adopted Foul sewer which will Wakefield Road, Mapplewell connect to the existing 225Ø foul sewer which runs adjacent to Drawing title Drainage Layout Plan (1:500) Wakefield Road in the rear of plots on Eastfield Crescent subject to a Drainage Strategy section 106 application with YW. Off site route and exact connection point to be confirmed. Drawn Chkd Date Scale RTM Nov 2017 var Contract No. Drg No. Revision 17547 C-50 A Flood Risk & Drainage Assessment

APPENDIX G Supporting Micro Drainage Calculations

WYG Engineering part of the WYG Group creative minds safe hands Topping Engineers Ltd Page 1 Windsor House Former William Freeman Site Cornwall Road Watefield Road, Mapplewell Harrogate HG1 2PW Storage Check 6.0L/sec Date 27/03/2018 Designed by RTM File STORAGE CHECK 27.03.18 Checked by Micro... Drainage Source Control 2017.1.2

Summary of Results for 100 year Return Period (+30%)

Storm Max Max Max Max Status Event Level Depth Control Volume (m) (m) (l/s) (m³)

15 min Summer 8.273 0.773 6.0 318.7 O K 30 min Summer 8.535 1.035 6.0 426.9 O K 60 min Summer 8.817 1.317 6.0 543.2 O K 120 min Summer 9.105 1.605 6.0 661.9 O K 180 min Summer 9.263 1.763 6.0 727.2 O K 240 min Summer 9.363 1.863 6.0 768.7 O K 360 min Summer 9.491 1.991 6.0 821.5 O K 480 min Summer 9.571 2.071 6.0 854.2 O K 600 min Summer 9.620 2.120 6.0 874.3 O K 720 min Summer 9.649 2.149 6.0 886.3 O K 960 min Summer 9.668 2.168 6.0 894.3 O K 1440 min Summer 9.641 2.141 6.0 883.1 O K 2160 min Summer 9.573 2.073 6.0 854.9 O K 2880 min Summer 9.489 1.989 6.0 820.6 O K 4320 min Summer 9.307 1.807 6.0 745.3 O K 5760 min Summer 9.126 1.626 6.0 670.5 O K 7200 min Summer 8.955 1.455 6.0 600.2 O K 8640 min Summer 8.800 1.300 6.0 536.1 O K 10080 min Summer 8.659 1.159 6.0 477.9 O K 15 min Winter 8.367 0.867 6.0 357.5 O K 30 min Winter 8.661 1.161 6.0 479.1 O K

Storm Rain Flooded Discharge Time-Peak Event (mm/hr) Volume Volume (mins) (m³) (m³)

15 min Summer 115.731 0.0 294.3 26 30 min Summer 77.804 0.0 384.0 41 60 min Summer 49.937 0.0 552.2 70 120 min Summer 30.956 0.0 678.9 130 180 min Summer 23.058 0.0 752.2 188 240 min Summer 18.577 0.0 801.4 248 360 min Summer 13.656 0.0 868.1 366 480 min Summer 10.974 0.0 911.2 486 600 min Summer 9.254 0.0 938.2 604 720 min Summer 8.046 0.0 952.9 724 960 min Summer 6.447 0.0 951.9 960 1440 min Summer 4.709 0.0 910.7 1226 2160 min Summer 3.432 0.0 1378.8 1588 2880 min Summer 2.739 0.0 1459.3 1992 4320 min Summer 1.989 0.0 1545.0 2812 5760 min Summer 1.583 0.0 1704.1 3624 7200 min Summer 1.325 0.0 1783.1 4400 8640 min Summer 1.147 0.0 1851.7 5184 10080 min Summer 1.015 0.0 1909.6 5864 15 min Winter 115.731 0.0 327.0 26 30 min Winter 77.804 0.0 421.3 41 ©1982-2017 XP Solutions Topping Engineers Ltd Page 2 Windsor House Former William Freeman Site Cornwall Road Watefield Road, Mapplewell Harrogate HG1 2PW Storage Check 6.0L/sec Date 27/03/2018 Designed by RTM File STORAGE CHECK 27.03.18 Checked by Micro... Drainage Source Control 2017.1.2

Summary of Results for 100 year Return Period (+30%)

Storm Max Max Max Max Status Event Level Depth Control Volume (m) (m) (l/s) (m³)

60 min Winter 8.979 1.479 6.0 610.1 O K 120 min Winter 9.305 1.805 6.0 744.6 O K 180 min Winter 9.487 1.987 6.0 819.6 O K 240 min Winter 9.603 2.103 6.0 867.6 O K 360 min Winter 9.755 2.255 6.0 930.3 O K 480 min Winter 9.853 2.353 6.0 970.4 O K 600 min Winter 9.916 2.416 6.0 996.6 O K 720 min Winter 9.957 2.457 6.0 1013.7 O K 960 min Winter 9.997 2.497 6.0 1030.2 O K 1440 min Winter 9.983 2.483 6.0 1024.1 O K 2160 min Winter 9.879 2.379 6.0 981.3 O K 2880 min Winter 9.764 2.264 6.0 933.9 O K 4320 min Winter 9.495 1.995 6.0 822.8 O K 5760 min Winter 9.219 1.719 6.0 709.2 O K 7200 min Winter 8.958 1.458 6.0 601.4 O K 8640 min Winter 8.723 1.223 6.0 504.5 O K 10080 min Winter 8.514 1.014 6.0 418.3 O K

Storm Rain Flooded Discharge Time-Peak Event (mm/hr) Volume Volume (mins) (m³) (m³)

60 min Winter 49.937 0.0 616.4 70 120 min Winter 30.956 0.0 754.6 128 180 min Winter 23.058 0.0 832.2 186 240 min Winter 18.577 0.0 882.1 244 360 min Winter 13.656 0.0 943.8 360 480 min Winter 10.974 0.0 975.3 476 600 min Winter 9.254 0.0 984.8 592 720 min Winter 8.046 0.0 978.2 708 960 min Winter 6.447 0.0 960.5 932 1440 min Winter 4.709 0.0 924.4 1364 2160 min Winter 3.432 0.0 1538.2 1712 2880 min Winter 2.739 0.0 1621.3 2164 4320 min Winter 1.989 0.0 1680.7 3072 5760 min Winter 1.583 0.0 1908.6 3920 7200 min Winter 1.325 0.0 1997.1 4696 8640 min Winter 1.147 0.0 2074.0 5456 10080 min Winter 1.015 0.0 2139.5 6160

©1982-2017 XP Solutions Topping Engineers Ltd Page 3 Windsor House Former William Freeman Site Cornwall Road Watefield Road, Mapplewell Harrogate HG1 2PW Storage Check 6.0L/sec Date 27/03/2018 Designed by RTM File STORAGE CHECK 27.03.18 Checked by Micro... Drainage Source Control 2017.1.2

Rainfall Details

Rainfall Model FSR Winter Storms Yes Return Period (years) 100 Cv (Summer) 0.750 Region England and Wales Cv (Winter) 0.840 M5-60 (mm) 19.000 Shortest Storm (mins) 15 Ratio R 0.350 Longest Storm (mins) 10080 Summer Storms Yes Climate Change % +30

Time Area Diagram

Total Area (ha) 1.495

Time (mins) Area Time (mins) Area Time (mins) Area From: To: (ha) From: To: (ha) From: To: (ha)

0 4 0.499 4 8 0.499 8 12 0.498

©1982-2017 XP Solutions Topping Engineers Ltd Page 4 Windsor House Former William Freeman Site Cornwall Road Watefield Road, Mapplewell Harrogate HG1 2PW Storage Check 6.0L/sec Date 27/03/2018 Designed by RTM File STORAGE CHECK 27.03.18 Checked by Micro... Drainage Source Control 2017.1.2

Model Details

Storage is Online Cover Level (m) 11.000

Tank or Pond Structure

Invert Level (m) 7.500

Depth (m) Area (m²) Depth (m) Area (m²) Depth (m) Area (m²)

0.000 412.5 2.000 412.5 2.600 0.0 1.000 412.5 2.500 412.5

Pump Outflow Control

Invert Level (m) 7.500

Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s)

0.500 6.0000 1.000 6.0000 1.500 6.0000 2.000 6.0000

©1982-2017 XP Solutions Flood Risk & Drainage Assessment

APPENDIX H Typical SUDS Details

WYG Engineering part of the WYG Group creative minds safe hands Flood Risk Assessment

1 Typical Swale Details

Photo showing possible use of swales to discharge housing run off

Photo showing typical swale located adjacent to highway

WYG Engineering part of the WYG Group creative minds safe hands Flood Risk Assessment

Photo showing typical swale located within open space areas with footbridge.

Typical section through proposed swale.

Typical swale detail with infiltration trench at base WYG Engineering part of the WYG Group creative minds safe hands Flood Risk Assessment

2 Typical Filter Strip Details

Photo showing edge of carriageway filter strip

3 Typical Edge of Carriageway Details

Photo showing edge of carriageway detail

WYG Engineering part of the WYG Group creative minds safe hands Flood Risk Assessment

Photo showing gully into swale

Typical Detail showing edge of carriageway discharge to swale

4 Typical Detention Pond Details

WYG Engineering part of the WYG Group creative minds safe hands Flood Risk & Drainage Assessment

APPENDIX I YW Pre Development Enquiry

WYG Engineering part of the WYG Group creative minds safe hands

Mr F Aguilar Yorkshire Water Services WYG Management Services Ltd Developer Services Arndale Court Sewerage Technical Team Arndale Otley Road PO BOX 52 Headingley Bradford Leeds BD3 7AY LS6 2UJ Tel: 0345 120 8482 Fax: (01274) 372 834

Your Ref: A104788 Email: Our Ref: T012355 [email protected]

For telephone enquiries ring: Chris Roberts on 0345 120 8482

4th August 2017

Dear Mr Aguilar,

Wakefield Road, Mapplewell HU7 3GB - Pre Planning Sewerage Consultation on R649307 - RESIDENTIAL

Thank you for your recent enquiry. Our charge of £153.00 (plus VAT) will be added to your account with us, reference WYG074. You will receive an invoice for your account in due course.

Please find enclosed a complimentary extract from the Statutory Sewer Map which indicates the recorded position of the public sewers. Please note that as of October 2011 and the private to public sewer transfer, there are many uncharted Yorkshire Water assets currently not shown on our records. The following comments reflect our view, with regard to the public sewer network only, based on a 'desk top' study of the site and are valid for a maximum period of twelve months.

Foul Water

Development of the site should take place with separate systems for foul and surface water drainage. The separate systems should extend to the points of discharge to be agreed.

Foul water domestic waste should discharge to the 225 mm diameter public foul sewer recorded in Wakefield Road, at a point to the west of the site.

Surface Water

The developer's attention is drawn to Requirement H3 of the Building Regulations 2000. This establishes a preferred hierarchy for surface water disposal. Consideration should firstly be given to discharge to soakaway, infiltration system and watercourse in that priority order.

Sustainable Drainage Systems (SuDS), for example the use of soakaways and/or permeable hardstanding etc, may be a suitable solution for surface water disposal appropriate in this situation. You are advised to seek comments on the suitability of SuDS in this instance from the appropriate authorities.

Please note further restrictions on surface water disposal from the site may be imposed by other parties. You are strongly advised to seek advice/comments from the Environment Agency/Land Drainage Authority, with regard to surface water disposal from the site.

It is understood that a culverted watercourse is located in Wakefield Road to the west of the site. This appears to be the obvious place for surface water disposal (if SuDS are not viable).

Please note further restrictions on surface water disposal from the site may be imposed by other parties. You are strongly advised to seek advice/comments from the Environment Agency/Land Drainage Authority, with regard to surface water disposal from the site.

Other Observations

Any new connection to an existing public sewer will require the prior approval of Yorkshire Water. You may obtain an application form from our website (www.yorkshirewater.com) or by telephoning 0345 120 84 82.

An off-site foul and surface water sewer may be required which may be provided by the developer and considered for adoption under Section 104 of the Water Industry Act 1991. Please telephone 0345 120 84 82 for advice on sewer adoptions. Alternatively, the developer may in certain circumstances be able to requisition off-site sewers under Section 98 of the Water Industry Act 1991 for which an application must be made in writing. For further information, please telephone 0345 120 84 82.

Prospectively adoptable sewers and pumping stations must be designed and constructed in accordance with the WRc publication "Sewers for Adoption - a design and construction guide for developers" 6th Edition as supplemented by Yorkshire Water's requirements, pursuant to an agreement under Section 104 of the Water Industry Act 1991. An application to enter into a Section 104 agreement must be made in writing prior to any works commencing on site. Please contact our Developer Services Team (telephone 0345 120 84 82) for further information.

The public sewer network is for domestic sewage purposes. This generally means foul water for domestic purposes and, where a suitable surface water or combined sewer is available, surface water from the roofs of buildings together with surface water from paved areas of land appurtenant to those buildings. Land and highway drainage have no right of connection to the public sewer network. No land drainage to be connected/discharged to public sewer.

As a last resort, highway drainage may be accepted under certain circumstances. If it can be demonstrated, through satisfactory evidence, that SUDS are not a viable option, there are no watercourses or highway drains available and if capacity is available within the public sewer network, highway drainage discharges to the public sewer network may be permitted. In this event, the developer may be required to enter into a formal agreement with Yorkshire Water Services under Section 115 Water Industry Act 1991 to discharge non-domestic flows into the public sewer network.

All the above comments are based upon the information and records available at the present time. The information contained in this letter together with that shown on any extract from the Statutory Sewer Map that may be enclosed is believed to be correct and is supplied in good faith. Please note that capacity in the public sewer network is not reserved for specific future development. It is used up on a 'first come, first served' basis. You should visit the site and establish the line and level of any public sewers affecting your proposals before the commencement of any design work.

Yours sincerely

Chris Roberts Sewerage Technician Developer Services

francisco.aguilar

From: [email protected] on behalf of [email protected] Sent: 29 August 2017 13:13 To: francisco.aguilar Subject: Development Enquiry - Proposed LIDL and Residential Development in Wakefield Road, Mapplewell, Barnsley - R649307 Attachments: image001.png; image002.png; image003.png; image004.png; image005.png

Hi Francisco,

The 225 mm public foul sewer does not have any capacity available to accept any discharge of surface water. If SuDS are not viable, the developer is advised to contact the Environment Agency/local Land Drainage Authority with a view to establishing a suitable watercourse for discharge.

Regards

Chris

|------> | From: | |------> >------| |"francisco.aguilar" | >------| |------> | To: | |------> >------| |"[email protected]" , "[email protected]" | |, | >------| |------> | Cc: | |------> >------| |"tom.beavis" | >------| |------> | Date: | |------> >------| |16/08/2017 10:46 | >------| |------> | Subject: | |------> 1 >------| |RE: Development Enquiry - Proposed LIDL and Residential Development in Wakefield Road, Mapplewell, Barnsley | >------|

Hi Chris,

Please find attached the email from Barnsley Council LLFA indicating that there is no nearby watercourse in Wakefield Road.

Infiltration tests will be carried out to assess the feasibility of infiltration (provided ground contamination is not an issue). However, could Yorkshire Water accept that if infiltration tests are unsuccessful, discharge from both the LIDL site and the new residential site could be discharged to the YW sewer in Wakefield road at greenfield runoff rates?

Thank you for your help

Regards

Francisco Aguilar Flood Risk & Drainage Engineer

For more information about WYG Engineering, please have a look at our brochure

WYG Arndale Court, Headingley, Leeds, West Yorkshire, LS6 2UJ Tel: +44 113 219 2284 www.wyg.com WYG Engineering Limited. Registered in England number: 1959704. Registered Office: Arndale Court, Otley Road, Headingley, Leeds, West Yorkshire LS6 2UJ VAT No: 431-0326-08.

-----Original Message----- From: [email protected] [ mailto:[email protected]] On Behalf Of [email protected] Sent: 04 August 2017 15:01 To: francisco.aguilar Subject: Development Enquiry - Proposed LIDL and Residential Development in Wakefield Road, Mapplewell, Barnsley

Dear Francisco,

Please find my response below.

(See attached file: WAKE.pdf)(See attached file: roberts4_radEB0A8.PNG)

Regards

Chris Roberts Sewerage Technical Team

2

Dear Sir/Madame,

Please find attached the completed form regarding a pre development enquiry on the site above. An indicative masterplan is also attached for convenience.

There are no watercourses near the site, and infiltration may not be a feasible discharge mechanism for surface water runoff. An investigation is being carried out to confirm whether soakaways would present a viable solution. We would like to obtain confirmation from YW that in the event that infiltration proves to be unfeasible, surface water can be discharged to the foul sewer under Wakefield Road, as it seems to act, according to records, as a combined sewer.

Foul water may require to be pumped as levels may not allow for a gravity connection.

Thank you for your help,

Regards,

Francisco Aguilar Flood Risk & Drainage Engineer

WYG Arndale Court, Headingley, Leeds, West Yorkshire, LS6 2UJ Tel: +44 113 219 2284 www.wyg.com |------|

| | |WYG Engineering Limited. Registered in England number: 1959704. | |Registered Office: Arndale Court, Otley Road, Headingley, Leeds, West | |Yorkshire LS6 2UJ VAT No: 431-0326-08. | | | |ACE AwardFollow us on TwitterFollow us on LinkedInFollow us on Facebook | |Follow us on Instagram | | || |------|

4

Francisco,

Unfortunately there is no watercourse under Wakefield Road at this location. Surface water from part of the old factory discharged down the adjacent railway embankment into the old signal ducting, since the railway bridge under Wakefield Road was infilled this now causes flooding issues to the public footpath on the old railway line.

Obviously this situation cannot be mimicked by your proposal and you will need to find an alternative outfall for surface water from the site.

Regards

Wayne Atkins Principal Engineer – Drainage

Environment & Transport

Place Directorate

Barnsley Metropolitan Borough Council

Telephone: 01226 772182 E-mail: [email protected]

From: francisco.aguilar [mailto:[email protected]] Sent: 08 August 2017 14:52 To: Atkins , Wayne Subject: RE: Ordinary Watercourse in Wakefield Road, Mapplewell

Hi Wayne,

Apologies for that. I attach the proposed masterplan that indicates the site location with the OS background.

Thank you

Regards

Francisco Aguilar Flood Risk & Drainage Engineer

6 For more information about WYG Engineering, please have a look at our brochure< http://www.wyg.com/uploads/files/discipline_brochures/WYG-Engineering- Brochure.pdf?utm_medium=email&utm_campaign=Engineering&utm_content=Brochure_Download&utm_source=Em ail_Footer >

WYG Arndale Court, Headingley, Leeds, West Yorkshire, LS6 2UJ Tel: +44 113 219 2284 www.wyg.com

WYG Engineering Limited. Registered in England number: 1959704. Registered Office: Arndale Court, Otley Road, Headingley, Leeds, West Yorkshire LS6 2UJ VAT No: 431-0326-08.

< http://www.wyg.com/news-and-press-releases/wyg-scoops-three-major-awards-at-ace-consultancy-and-engineering- awards- >p>< https://www.facebook.com/WYG-216194275241716>< https://www.instagram.com/wyggroup/>

From: Atkins , Wayne [mailto:[email protected]] Sent: 08 August 2017 14:33 To: francisco.aguilar > Subject: RE: Ordinary Watercourse in Wakefield Road, Mapplewell

Hi,

There is no location plan attached to your enquiry, please can you send one.

Thanks

Wayne Atkins Principal Engineer – Drainage

Environment & Transport

Place Directorate

Barnsley Metropolitan Borough Council

Telephone: 01226 772182 E-mail: [email protected]

7 From: HighwayDrainage Sent: 08 August 2017 10:40 To: Atkins , Wayne Subject: FW: Ordinary Watercourse in Wakefield Road, Mapplewell

Hi Wayne

Just confirm for me please and ill send the forms out.

Kim Fox

Network Resilience Technical Assistant

Environment & Transport

Place Directorate

BMBC

Tel : 01226 773589

Email: [email protected]

From: francisco.aguilar [mailto:[email protected]] Sent: 08 August 2017 10:28 To: HighwayDrainage Cc: tom.beavis Subject: Ordinary Watercourse in Wakefield Road, Mapplewell

Dear Sir/Madame,

We have been commissioned to undertake a Flood Risk Assessment to support a planning application for the development of a new Lidl store and a residential development on a brownfield site adjacent to the A61 – Wakefield Road in Mapplewell. Please find attached a location plan for convenience.

Yorkshire Water has advised in their response to our pre – development enquiry that there is a culverted watercourse under Wakefield Road. Could you please confirm if this is the case, and provide details of the watercourse? This would be our preferred discharge point for surface water runoff from the development in the event that infiltration proves to be unfeasible.

8 Assuming that this watercourse exists, we would be grateful if you could advise if Barnsley Council has enabled any local regulations regarding ordinary watercourse in addition to the Land Drainage Act 1991; and if there are any records of flooding in the location or additional information that we may need to be aware of.

Thank you for your help,

Regards

Francisco Aguilar Flood Risk & Drainage Engineer

For more information about WYG Engineering, please have a look at our brochure< http://www.wyg.com/uploads/files/discipline_brochures/WYG-Engineering- Brochure.pdf?utm_medium=email&utm_campaign=Engineering&utm_content=Brochure_Download&utm_source=Em ail_Footer >

WYG Arndale Court, Headingley, Leeds, West Yorkshire, LS6 2UJ Tel: +44 113 219 2284 www.wyg.com

WYG Engineering Limited. Registered in England number: 1959704. Registered Office: Arndale Court, Otley Road, Headingley, Leeds, West Yorkshire LS6 2UJ VAT No: 431-0326-08.

< http://www.wyg.com/news-and-press-releases/wyg-scoops-three-major-awards-at-ace-consultancy-and-engineering- awards- >p>< https://www.facebook.com/WYG-216194275241716>< https://www.instagram.com/wyggroup/>

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