Sewer Capacity Assessment

Transcription

1 Sewer Capacity Assessment Wainlode Lane, Norton, Gloucestershire DE Version 2 Date: 10 th February 2017 Black & Veatch Ltd. 60 High Street Redhill Surrey RH1 1SH

2 Sewer Capacity Assessment Summary Sewer Capacity Assessment prepared for Bayhill Property Ltd, Bayhill House, Orchard Drive, Badgeworth, GL51 4AD Development location and existing use South of Wainlode Lane, Norton, Gloucestershire, Easting Northing This site is a greenfield site. Development proposals New housing estate consisting of 22 new residential properties Study aim The aim of the study is to identify the potential impact of foul and surface water flows from the proposed development on the sewerage system. Impact of proposed development on public sewer network Sewer flooding Combined Sewer Overflows Sewage Pumping Stations Medium N/A Low Requirement for Capacity Improvements Capacity improvements are not required to accommodate flows from the proposed development. Sewage Treatment Works capacity The site drains to Netheridge sewage treatment works. There is sufficient capacity at the STW to accommodate flows from this development. Important Information: This Sewer Capacity Assessment has been prepared by Black & Veatch Ltd on behalf of Severn Trent Water Ltd for Bayhill Property Limited. This report is based on the best available information at the time of undertaking, including Severn Trent Water hydraulic models and development proposals submitted by Bayhill Property Limited. If there are any changes to the development proposals after the date of submission that may affect waste water, Severn Trent Water must be informed as there may be a requirement to revisit the assessment. If there is a delay in submitting the planning application or commencing construction on site from the anticipated dates provided, the information in this report may have become out of date and Severn Trent Water must be informed as there may be a requirement to revisit the assessment based on new information. Black & Veatch February 2017

3 Table of Contents 1 Introduction 1 2 Sewer Capacity Assessment 3 3 Conclusions and Recommendations 8 Black & Veatch February 2017

4 1 Introduction 1.1 Site Location The proposed residential development site is located in the village of Norton, approximately 5km north of Gloucester. The site is located on a greenfield site in a field off Wainlode Lane. The approximate grid reference is East 385,395, North 224,201. The site location is shown in Figure A-1, Appendix A. 1.2 Local Sewerage Network There is a small sewage pumping station owned by Severn Trent on the opposite side of Wainlode Lane. This pumps to a 150mm diameter foul sewer at the southern end of Wainlode Lane around 230m away which in turn drains to Cold Elm PS. From there foul flows are pumped via a further three pumping stations in series before arriving in the main Gloucester sewer system. There have been flooding and surcharging issues in the system draining to Cold Elm PS exacerbated by high infiltration into the system particularly in the winter months. There are no CSOs downstream of the development before the flows arrive in the main Gloucester system. There is an existing 225mm diameter surface water drain owned by Severn Trent in Wainlode Lane that runs to a small watercourse to the north-west. The local sewerage network and the location of critical sewer assets are shown in Figure A-2, Appendix A. 1.3 Proposed Development The proposed development consists of 22 residential units. The developer proposes to connect foul flows to an existing small pumping station at the junction with Cook Lane which has a pump rate of 0.6 l/s. The rising main from this pumping station discharges into manhole SO at the southern end of Wainlode Lane. The developer s preferred connection location for surface water is to manhole SO in Wainlode Lane near the junction with Cook Lane. The developer is proposing to supply storage on the new surface water system within the development boundary and to control the outflow with a throttle which will limit flows to a maximum of 5 l/s. The proposed development is summarised in Table 1-1. Development plans are included in Appendix A. Table 1-1: Summary of proposed development Development Type Housing Units 22 units Black & Veatch 1 February 2017

5 1.4 Study Aims and Objectives The aim of the study is to identify the potential impact of flows from the proposed development on the public sewer network. This will be achieved through undertaking hydraulic computer modelling of the proposed development and assessing the impact at key points on the sewer network. Where capacity improvements are likely to be required to accommodate flows from the development, the preferred notional solution is provided. Black & Veatch 2 February 2017

6 2 Sewer Capacity Assessment 2.1 Methodology Hydraulic modelling has been used to assess the impacts of the proposed development. The methodology is summarised below: The best available model for the area was used as the baseline model. This was the Current As Built model for Netheridge SMP. A review of the model was undertaken to ensure that it is suitable to inform the assessment. This section of network has recently been added to the Netheridge SMP model. Previously it was in the Tewkesbury Rural model for which no updates have been logged since conversion to InfoWorks ICM in MICAS scores have not been generated. The development comprising 22 residential dwellings was added into the proposed model. Foul flows from the development were assumed to connect by gravity to a small pumping station on the junction of Wainlode Lane and Cook Lane. The discharge point from this pumping station is manhole SO at the southern end of Wainlode Lane. The developer s proposal for surface water flows is to limit them to a maximum of 5 l/s and discharge into manhole SO in Wainlode Lane near the junction with Cook Lane. Details of proposed development flows used in the assessment are included in Section 2.2. The baseline model and proposed model were run for dry weather flow analysis and the 20 and 40 year return period rainfall events for a suite of storm durations. The results for the critical storm duration are reported throughout this report. The model results were analysed to determine the impact of the additional flows on network performance and identify whether capacity improvements are required. 2.2 Proposed Development Flows Foul flows arising from the proposed development have been derived using Severn Trent Water standard guidance. The occupancy rate was assumed based on the population of the surrounding sub-catchments which were calculated to have a population of 2.76 per building. This resulted in a total population of 61. A per capita flow of 157 litres per head per day was assumed resulting in an average flow of 0.1 l/s (peak flows will be higher). There are no commercial flows planned for the development. It has been assumed that a flow rate of 5 l/s will occur into the surface water system during wet weather. Black & Veatch 3 February 2017

7 2.3 Impact of Proposed Development on Sewer Capacity The impact of the proposed development on predicted flooding from both the foul and surface water sewers is summarised in. The impact at each location is assigned an Impact Risk Level, which considers whether a change in performance as a result of the development is acceptable based on the risk of sewer flooding. The impact of the proposed development on Sewage Pumping Stations (SPS) is included in. The Impact Risk Level considers the change in flood risk, pollution risk from emergency overflows and pump operation as a result of the proposed development. Black & Veatch 4 February 2017

8 Table 2-1: Predicted impact on sewer flooding for modelled scenarios (baseline and post-development) Road Location Baseline performance Post-development impact Manhole reference DWF 20 year event 40 year event DWF 20 year event 40 year event Impact Risk Level Old Tewkesbury Road SO (foul) Surcharged mm depth increase 0 0 Low Old Tewkesbury Road SO (foul) Surcharged mm depth increase 0 0 Low Old Tewkesbury Road (Norton School) SO (foul) No surcharge Known external flooding Known external flooding No surcharge Minor increase in flood volume (<20m 3 ) Minor increase in flood volume (<20m 3 ) Low Old Tewkesbury Road SO (foul) No surcharge Known internal flooding Known internal flooding No surcharge No flooding predicted No flooding predicted Medium* Wainlode Lane SO (surface water) No flow 11m 3 15m 3 No flow 15m 3 20m 3 Low * Model may be failing to predict actual flooding. It is likely that any flooding that does occur will be made very slightly worse by the Wainlode Lane development. Black & Veatch 5 February 2017

9 Wainlode lane SCA Sewer Capacity Assessment Severn Trent Water Table 2-2: Predicted Sewage Pumping Station performance for modelled scenarios (baseline and post-development) Sewage Pumping Station Emergency overflow Baseline performance (m 3 ) Post-development performance (m 3 ) Receiving watercourse Special designation? DWF 20 year event 40 year event DWF 20 year event 40 year event Impact Risk Level Cold Elm PS N/A N/A Low Broadclose PS N/A N/A Low Ash Lane PS N/A N/A Low Innsworth PS N/A N/A Low There are no overflows at these pumping stations so the quoted numbers are pump forward flow volumes. The ratio of dry weather flow to pump capacity does not change significantly at any pumping station. Black & Veatch 6 February 2017

10 2.4 Capacity Improvement Requirements The proposed development is expected to have a medium impact on the foul sewerage network. Capacity improvements to the foul system are not likely to be required to accommodate flows from the entire development. Black & Veatch 7 February 2017

11 3 Conclusions and Recommendations 3.1 Conclusions The impact of foul flows arising from the proposed development at Wainlode Lane on the sewer network has been assessed using hydraulic modelling. The proposed development is predicted to have the following impacts on the foul system: o Sewer Flooding: Medium o Combined Sewer Overflows: N/A o Sewage Pumping Stations: Low It is envisaged that capacity improvements are not likely to be required to accommodate foul flows from the entire proposed development. 3.2 Recommendations Modelling has shown that 22 dwellings can be accommodated by the existing foul system before capacity improvements are required and that 5 l/s can be accommodated by the existing surface water system before capacity improvements are required. Black & Veatch 8 February 2017

12 Appendix A: Site and Development Information Figure A-1: Site location plan Black & Veatch February 2017

13 Figure A-2: Local foul sewerage network and critical assets Black & Veatch February 2017

14 Figure A-3: Proposed Development Layout Black & Veatch February 2017