PROPOSED DEVELOPMENT OFF BECCLES ROAD, LODDON, NORFOLK
FLOOD RISK ASSESSMENT
APRIL 2018
REF: 1714/RE/10-16/02 REVISION A
Evans Rivers and Coastal Ltd T: 07896 328220 E: [email protected] W: www.evansriversandcoastal.co.uk Flood Risk Assessment – Beccles Road, Loddon Evans Rivers and Coastal Ltd ______
CONTRACT
Evans Rivers and Coastal Ltd has been commissioned by Mr R Holmes to carry out a Flood Risk Assessment for a proposed development off Beccles Road, Loddon, Norfolk.
This revised assessment has been carried out in order to include a revised site layout. It should be noted that the previous version of this flood risk assessment and flood modelling report was approved by the EA on the 28th November 2018 (ref: AE/2016/120859/02-L01). Therefore, the main changes to this document are in Chapters 4 and 5.
QUALITY ASSURANCE, ENVIRONMENT AND HEALTH AND SAFETY
Evans Rivers and Coastal Ltd operates a Quality Assurance, Environmental, and Health and Safety Policy.
This project comprises various stages including data collection; hydrological and hydrogeological assessments; surface water drainage designs; and reporting. Quality will be maintained throughout the project by producing specific methodologies for each work stage. Quality will also be maintained by initiating internal quality procedures including the validation of third party deliverables; creation of an audit trail to record any changes made; and document control using a database and correspondence log file system.
To adhere to the Environmental Policy, data will be obtained and issued in electronic format and alternatively by post. Paper use will also be minimised by communicating via email or telephone where possible. Documents and drawings will be transferred in electronic format where possible and all waste paper will be recycled. Meetings away from the office of Evans Rivers and Coastal Ltd will be minimised to prevent unnecessary travel, however for those meetings deemed essential, public transport will be used in preference to car journeys.
The project will follow the commitment and objectives outlined in the Health and Safety Policy operated by Evans Rivers and Coastal Ltd. All employees will be equipped with suitable personal protective equipment prior to any site visits and a risk assessment will be completed and checked before any site visit. Other factors which have been taken into consideration are the wider safety of the public whilst operating on site, and the importance of safety when working close to a water source and highway. Any designs resulting from this project and directly created by Evans Rivers and Coastal Ltd will also take into account safety measures within a “designers risk assessment”.
Report carried out by: Rupert Evans, BSc (Hons), MSc, CEnv, C.WEM, MCIWEM, PIEMA
DISCLAIMER
This report has been written and produced for Mr R Holmes. No responsibility is accepted to other parties for all or any part of this report. Any other parties relying upon this report without the written authorisation of Evans Rivers and Coastal Ltd do so at their own risk.
COPYRIGHT
The contents of this document must not be copied or reproduced in whole or part without the written consent of Evans Rivers and Coastal Ltd or Mr R Holmes. The copyright and intellectual property in all designs, drawings, reports and other documents (including material in electronic form) provided to the Client by Evans Rivers and Coastal Ltd shall remain vested in Evans Rivers and Coastal Ltd.
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The Client shall have licence to copy and use drawings, reports and other documents for the purposes for which they were provided.
© Evans Rivers and Coastal Ltd
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CONTENTS
CONTRACT i QUALITY ASSURANCE, ENVIRONMENT AND HEALTH AND SAFETY i DISCLAIMER i COPYRIGHT i CONTENTS iii
1. INTRODUCTION 1 1.1 Project scope 1
2. DATA COLLECTION 2
3. SITE CHARACTERISTICS 3 3.1 Existing Site Characteristics and Location 3 3.2 Site Proposals 5
4. BASELINE INFORMATION 6 4.1 Flood Zones 6 4.2 Flood Warning and Emergency Planning 8
5. FLUVIAL FLOOD RISK 9
6. FLOOD RISK MITIGATION AND EVACUATION 12 6.1 Reducing Exposure to the Hazard 12 6.2 Reducing Vulnerability to the Hazard 12 6.3 Vulnerable Groups 13 6.4 Safe Access/Egress 14 6.5 Insurance 15
7. OTHER SOURCES OF FLOODING 16 7.1 Groundwater Flooding 16 7.2 Surface Water Flooding and Sewer Flooding 17 7.3 Reservoirs, Canals And Other Artificial Sources 19
8. CONCLUSIONS 20
9. BIBLIOGRAPHY 21
DRAWINGS 2219-384-S01 2219-384-S02 2219-384-S03 1471/2/A
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1. INTRODUCTION
1.1 Project Scope
1.1.1 Evans Rivers and Coastal Ltd has been commissioned by Mr R Holmes to carry out a Flood Risk Assessment for a proposed development off Beccles Road, Loddon, Norfolk.
1.1.2 This revised assessment has been carried out in order to include a revised site layout. It should be noted that the previous version of this flood risk assessment and flood modelling report was approved by the EA on the 28th November 2018 (ref: AE/2016/120859/02-L01). Therefore, the main changes to this document are in Chapters 4 and 5.
1.1.3 It is understood that this assessment will be submitted to the Planning Authority as part of a planning application. Specifically, this assessment intends to:
1) Consider the impacts of the 1 in 20 year, 1 in 100 year and 1 in 1000 year flood events (all inclusive of climate change), in accordance with NPPF;
2) Review any literature and guidance specific to this area;
3) Determine the extents of the aforementioned NPPF Flood Zones across the site, together with depths of floodwater and hazard;
4) Assess the risks to people and property and propose mitigation measures accordingly;
5) Review existing evacuation and warning procedures for the area;
6) Carry out an appraisal of flood risk from any other sources such as groundwater as required by NPPF;
7) Report findings and recommendations.
1.1.4 This assessment is carried out in accordance with the requirements of the National Planning Policy Framework (NPPF) dated March 2012. Other documents which have been consulted include:
• DEFRA/EA document entitled Framework and guidance for assessing and managing flood risk for new development Phase 2 (FD2320/TR2), 2005;
• Communities and Local Government 2007. Improving the Flood Performance of New Buildings. HMSO.
• DEFRA/EA document entitled The flood risks to people methodology (FD2321/TR1), 2006;
• EA Supplementary Note on Flood Hazard Ratings and Thresholds for Development Planning and Control Purpose, 2008;
• National Planning Practice Guidance – Flood Risk and Coastal Change.
• UK Government’s climate change allowances guidance dated February 2016.
• South Norfolk Council Strategic Flood Risk Assessment Stage 2 dated 2007.
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2. DATA COLLECTION
2.1 To assist with this report, the data collected included:
• Ordnance Survey 1:10,000 street view map (Evans Rivers and Coastal Ltd OS licence number 100049458).
• Filtered LIDAR data at 1m resolution (tile tm3698_DTM_1m downloaded from Data.Gov.Uk on 21/10/2016, Temporal Coverage 1/1/1998-30/09/2014) covering the site and surrounding area.
• British Geological Survey, Online Geology of Britain Viewer.
• British Geological Society, Groundwater Flooding Susceptibility Map obtained via Promap.
• Topographical survey of the site and watercourse carried out by BB Surveys Ltd (Drawing Numbers 2219-384-S01, 2219-384-S02 and 2219-384-S03).
• 1:250,000 Soil Map of Eastern England (Sheet 4) published by Cranfield University and Soil Survey of England and Wales 1983.
• 1:625,000 Hydrogeological Map of England and Wales, published in 1977 by the Institute of Geological Sciences (now the British Geological Survey).
• 1:125,000 Hydrogeological Map of Southern East Anglia published in 1981 by the Institute of Geological Sciences (now the British Geological Survey).
• Flood modelling report carried out by Evans Rivers and Coastal Ltd (ref: 1714/RE/10- 16/01 Rev A).
2.2 All third party data used in this study has been checked and verified prior to use in accordance with Evans Rivers and Coastal Ltd Quality Assurance procedures.
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3. SITE CHARACTERISTICS
3.1 Existing Site Characteristics and Location
3.1.1 The site is located to the south of Beccles Road, Loddon, Norfolk. The approximate Ordnance Survey (OS) grid reference for the site is 636450 289278 and the location of the site is shown on Figure 1.
Site
Figure 1: Site location plan (Source: Ordnance Survey)
3.1.2 The site is approximately rectangular in shape and currently comprises an open field which is in part overgrown with vegetation with other areas covered by short grass and unmade ground. The site is accessed from Beccles Road located adjacent to the northern frontage of the site. Residential dwellings occupy land to the west of the site and to the east of the site. A drainage ditch runs along the southern boundary of the site and part of the western boundary.
3.1.3 A watercourse flows in a northerly direction adjacent to the eastern frontage of the site flows through a brick arch bridge beneath Beccles Road at the northern frontage of the site. The watercourse continues north towards the River Chet located 820m downstream of the site. A footbridge which used to cross the watercourse has recently been removed as shown on the updated topographical survey.
3.1.4 A GPS topographical survey of the site and watercourse has been carried out by BB Surveys Ltd (Drawing Numbers 2219-384-S01, 2219-384-S02 and 2219-384-S03). Filtered LIDAR data at 1m resolution has also been obtained to determine and illustrate the topography of the site and surrounding area (Figure 3) and to supplement the topographical survey. It can be seen that ground levels across the site typically fall in an
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easterly direction. There is a localised area within the vicinity of the former footbridge crossing which is set lower than surrounding ground levels.
Figure 2: Photo of site looking north (Source: BB Surveys)
Site
Figure 3: Filtered LIDAR survey of the site and surrounding area combined with OS (where low ground is denoted by blue colours and higher ground is denoted by green and yellow colours) ______
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3.2 Site Proposals
3.2.1 It is the Client’s intention to develop the site with up to 4 dwellings together with garages, driveways, garden areas and access road from Beccles Road. The site proposals can be seen on Drawing Number 1471/2/A.
3.2.2 All dwellings and garages will have a finished ground floor level set 150mm higher than existing ground levels and at 3.75m AOD.
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4. BASELINE INFORMATION
4.1 Flood Zones
4.1.1 The Environment Agency’s Flood Zone Map (Figure 4) shows that the site is located within the NPPF defined Flood Zone 3, 2 and 1. However, Figure 7293D/21/541 of the SFRA shows that the site is located mainly within the Flood Zone 2.
4.1.2 The Flood Zone 3 is divided into two sub-categories, the Flood Zone 3a and Flood Zone 3b. The extent of the Flood Zone 3a ‘High Probability’ is defined as the 1 in 100 year return period fluvial event in this case.
4.1.3 The maps do not show the extent of the functional floodplain (Flood Zone 3b). Flood Zone 3b functional floodplain is defined in Table 1 of the NPPG as the area where water flows or is stored during flood events. The functional floodplain is usually defined by the limit of the 1 in 20 year flood envelope.
4.1.4 The Flood Zone 2 ‘Medium Probability’ floodplain is defined as having between a 1 in 100 year annual probability and 1 in 1000 year annual probability of flooding. The threshold of the Flood Zone 2 floodplain is the 1 in 1000 year extreme event.
4.1.5 The Flood Zone 1 ‘Low Probability’ comprises land as having less than a 1 in 1000 year annual probability of fluvial flooding (i.e. an event more severe than the extreme 1 in 1000 year event).
Site
Figure 4: Environment Agency Flood Map (Source: Environment Agency)
4.1.6 The flood modelling report carried out by Evans Rivers and Coastal Ltd (ref: 1714/RE/10-16/01 Rev A), shows that the site is largely located within the present day and future Flood Zone 1, however, a small localised area of the site, likely associated with the former footbridge, is located within the present day Flood Zone 2 and future Flood Zone 2 and 3a (Figures 5 and 6).
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1 in 1000 year event.
Flood Zone 2.
Figure 5: Present day flood zones in relation to proposed layout
1 in 1000 year CC event.
1 in 100 year CC event.
Flood Zone 3a. Flood Zone 2.
Figure 6: Future flood zones in relation to proposed layout ______
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4.2 Flood Warning and Emergency Planning
4.2.1 The site is not located within Environment Agency Flood Alert or Flood Warning area.
4.2.2 It is understood that in the event of flooding, evacuation is managed by a multi-agency team in conjunction with the Police. The multi-agency team provides suitable premises for shelter, first aid, refreshments and possible transportation with consideration given to the elderly and vulnerable groups. It is essential that occupants produce robust Emergency Flood Plans to avoid putting themselves or emergency services at risk and that they do not rely solely on emergency services during the event.
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5. FLUVIAL FLOOD RISK
5.1 The flood modelling report carried out by Evans Rivers and Coastal Ltd (ref: 1714/RE/10-16/01 Rev A) indicates that floodwater does not reach a level high enough to inundate the part of the site intended for the dwellings, garages and driveways during the present day and future 1 in 20 year event, present day and future 1 in 100 year event (including the Upper End climate change scenario) and present day and future 1 in 1000 year event (Figures 7-9).
5.2 The proposed finished floor level of the dwellings of 3.75m AOD is 0.868m higher than the worst-case climate change 1 in 1000 year flood level of 2.882m AOD. When considering the climate change (35% Higher Central) 1 in 100 year flood level of 2.390m AOD and climate change (65% Upper End) 1 in 100 year flood level of 2.581m AOD, the proposed finished floor level will be set 1.360m and 1.169m higher respectively thus providing safe (dry) refuge during all modelled events.
5.3 The results indicate that the flood extent is limited to the localised lower area associated with the former footbridge. Part of the proposed accessed road is shown to be affected during the climate change 1 in 1000 year event.
5.4 Based on a minimum ground level of 2.60m AOD across the access road (and based on flood level result at cross section 63 of 2.876m AOD), the maximum flood depth across this part of the proposed access road would be 0.276m during the climate change 1 in 1000 year event.
1 in 1000 year event.
Figure 7: 1 in 1000 year flood extent in relation to proposed layout
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1 in 1000 year CC event.
1 in 100 year CC event.
Figure 8: Climate change 1 in 1000 year extent and climate change 1 in 100 year (Higher Central) 1 in 100 year extent in relation to proposed layout
1 in 100 year CC event.
Figure 9: Extent of Upper End climate change 1 in 100 year event in relation to proposed layout ______
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5.5 A sensitivity analysis was carried out as part of the modelling assessment and indicated that in the event that the downstream bridge became partially blocked during the climate change (Higher Central) 1 in 100 year event, the floodwater would rise and the flood extent would increase across the site by 1m when compared to the baseline climate change 1 in 1000 year event.
5.6 The results indicate that there would not be an increased risk to the dwellings and garages (Figure 10) as a result of a potential blockage, as the flood level would be a maximum of 2.980m AOD and therefore 0.770m lower than the proposed finished floor levels.
5.7 There would be no additional overtopping points onto the site during the blockage scenario. However, the part of the proposed access road would be flooded to a maximum depth of 0.378m during the climate change (Higher Central) 1 in 100 year event.
1 in 100 year CC event with blockage.
1 in 1000 year CC event.
Figure 10: Blockage scenario flood extent in relation to climate change 1 in 1000 year flood extent
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6. FLOOD RISK MITIGATION AND EVACUATION
6.1 Reducing Exposure to the Hazard
6.1.1 In order to assess and reduce the exposure to the hazard and the vulnerability to the hazard after the site has been developed, the guidance outlined in the DCLG/DEFRA/EA document entitled Flood Risk Assessment Guidance for New Development Phase 2; Flood Risks to People, Phase 2; Improving the Flood Performance of New Buildings has been consulted.
6.1.2 Paragraph 060 (ID 7-060-20140306) of the NPPF Planning Practice Guidance states that the first preference is to avoid flood risk by raising floor levels above the design (Higher Central) climate change 1 in 100 year flood level.
6.1.3 As discussed in Chapter 5, the proposed dwellings and garages will be located well above the design climate change (Higher Central) 1 in 100 year flood level, as well as the extreme climate change 1 in 1000 year level, present day 1 in 1000 year level and climate change (Upper End) 1 in 100 year level. These areas would also not be affected in the event that there is a partial blockage of the downstream bridge opening.
6.1.4 Therefore, safe (dry) refuge will be available at all times and the proposals comply with the NPPG. There will also be no displacement of floodwater during the flood event resulting in no offsite impact.
6.2 Reducing Vulnerability to the Hazard
6.2.1 Although people will remain safe across the proposed dwellings during all modelled flood events, people at the site are unlikely to have detailed knowledge of the dynamics of the flood event and the storminess of the event could result in people panicking or becoming anxious, particularly if they observe flooding across part of the proposed access road identified in Chapter 5.
6.2.2 Despite the site not being located within a Flood Warning area, it is understood that the police and other emergency services will assist in the evacuation to rest centres operated by the Council. It is not mandatory for occupants to use these centres and personal evacuation arrangements can be just as effective. The Fire Service will assist in any rescuing of people from the flooded area once this has occurred. People at the site will need to make a judgment themselves with regards to the flood hazard if evacuation is attempted and not solely rely on the emergency services.
6.2.3 The occupants should develop a Family Flood Plan. Further guidance is offered in the Environment Agency’s guidance document entitled What to do before, during and after a flood. The Family Flood Plan should consider, for example, information about vital medication needed and a Flood Kit.
6.2.4 A Flood Kit is a useful precautionary measure especially if evacuation from the site is prolonged. The kit should be stored in an accessible location to ensure that it is not affected by floodwater. The contents should also be checked every 6 months and items replaced if necessary.
6.2.5 It may be sensible to compile two Flood Kit’s to suit each eventuality. For example, a smaller kit could be compiled which would allow the occupants to carry it during evacuation. A larger kit could also be compiled which included additional food and beverage items in case of ongoing safe refuge within the property. Both kits should contain the necessary items as suggested overleaf. ______
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1. Important documents 2. Torch and batteries 3. Mobile phone (fully charged) 4. First-aid kit 5. Wind-up radio 6. Important telephone numbers 7. Bottled water 8. Non-perishable food provisions 9. Rubber Gloves and wellington boots 10. Medication or information relating to medication and its location 11. Blankets, warm clothes 12. Essential toiletries 13. Camera to record any damage 14. Emergency cash
6.2.6 It is not recommended that people remain within the buildings after the order for evacuation has been issued by the emergency services, unless the occupant is vulnerable (i.e. infirm) and the emergency services should be notified. If safe refuge is preferred, then the occupants should turn off the gas and electricity and non-return valves will ensure that there is no back flow of foul water (occupants should, however, refrain from flushing toilets or emptying sinks).
Floodwater is dangerous:
¾ Six inches of fast flowing water can knock you over. ¾ Two feet of water will float your car. ¾ Flooding can cause manhole covers to come off, leaving hidden dangers. ¾ Don’t walk or drive through flood water. ¾ Don’t let children play in flood water. ¾ Don’t walk on sea defences or riverbanks. ¾ When water levels are high be aware that bridges may be dangerous to walk or drive over. ¾ Look out for other hazards such as fallen power lines and trees. ¾ Wash your hands thoroughly if you touch floodwater as it may be contaminated.
6.3 Vulnerable Groups
6.3.1 The occupants at the site may include vulnerable groups such as elderly people, children with sensory or physical disabilities, minority ethnic groups, or the infirm. Priority will need to be given to these people during the flood event.
6.3.2 Research suggests that older people may have life experiences which inhibit appropriate action on receipt of a flood warning and warnings may not be heeded due to this strong sense of independence.
6.3.3 Minority ethnic groups may not be aware of warnings because these warnings are not conveyed on radio channels customarily heard by them. Also a poor command of English (verbally and written) may also inhibit their response to any flood warning and advice issued by the emergency services.
6.3.4 The infirm or disabled may also be vulnerable to flood risk. This may be in the form of anxiety or other ailments which are aggravated by flooding. Evacuation may also be a more extensive exercise for these groups than for other people at the site.
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6.3.5 People with no prior experience of flooding tend to have a lack of awareness, preparedness and knowledge of flooding. These people often disbelieve that the flood water would reach their location and are not aware of how resilient their building is.
6.3.6 The research document entitled Public Response to Flood Warning published by the EA/DEFRA in 2007 suggests that warning messages issued face-to-face have been found to increase public response to hazard. Conversely, fear of looting can decrease the probability of response and therefore the necessary security measures will need to be implemented once evacuation has been ordered.
6.3.7 Vulnerable groups should be identified by the seller and information passed to the Council’s emergency planning department if considered relevant.
6.4 Safe Access/Egress
6.4.1 Safe (dry) refuge is available during all flood events across the proposed dwellings.
6.4.2 Figures 7, 8 and 9 and information in Chapter 5 indicate that the maximum flood depth across the affected part of the proposed access road would be 0.276m during the climate change 1 in 1000 year event.
6.4.3 Therefore, the flood hazard to people across this area, according to the hazard equation outlined in paragraph 13.7.2 of FD2320/TR2, would be Dangerous for Some during the climate change 1 in 1000 year event.
6.4.4 When considering a partial blockage of the downstream bridge opening during the climate change (Higher Central) 1 in 100 year event, the flood depth would be 0.378m and the hazard would be Dangerous for Most.
6.4.5 Research provided in paragraph 6.13 of the superseded 2009 DCLG document entitled PPS 25 Development and Flood Risk Practice Guide states that vehicles can become unstable in depths of more than 300mm. The DEFRA/EA document FD2321/TR1 and FD2321/TR2 suggests that heavier vehicles such as fire engines become unstable in 0.9m of still water and this value reduces as the velocity increases.
6.4.6 Therefore, as the flood depth would be lower than the critical threshold during the climate change 1 in 1000 year event, there would not be a risk to vehicles or emergency services leaving or accessing the site.
6.4.7 When considering a partial blockage of the downstream bridge opening during the climate change (Higher Central) 1 in 100 year event, only vehicles would have difficulty accessing leaving the site. Emergency services are likely to be able to access the site safely.
6.4.8 It may be feasible to locally raise ground levels across the affected part of the proposed access road, in order to reduce the flood depth and hazard to safe limits during the climate change 1 in 1000 year event. As the access road does not flood during other flood events, flood compensation would not be required in this instance.
6.4.9 A flood response plan will be compiled to ensure that the occupants are aware of the flood risk and procedures to take before, during and after a flood.
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6.5 Insurance
6.5.1 The Association of British Insurers (ABI) published a guidance document in 2012 entitled Guidance on Insurance and Planning in Flood Risk Areas for Local Planning Authorities in England.
6.5.2 The ABI guidance sets out the requirements of the insurance industry when considering flood risk and insurability of the property. The guidance suggests that properties should be protected for flood events up to the 1 in 100 year event in order to access insurance at a competitive price.
6.5.3 The guidance also states that insurers would of course prefer to cover properties which are not at risk of flooding, however, for those properties which are at risk of flooding insurers would prefer that the properties are raised above the flood level, over resistance measures which prevent floodwater from entering the building, or resilience measures which allows floodwater to enter the building.
6.5.4 The proposals will be set above the fluvial climate change 1 in 100 year flood level and climate change 1 in 1000 year flood level. Therefore, the ABI’s requirement of protection during a 1 in 100 year event will be exceeded and there will be a good chance of the property being insured at a competitive rate.
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7. OTHER SOURCES OF FLOODING
7.1 Groundwater Flooding
7.1.1 In order to assess the potential for groundwater flooding during higher return period rainfall events, the Jacobs/DEFRA report entitled Strategy for Flood and Coastal Erosion Risk Management: Groundwater Flooding Scoping Study, published in May 2004, was consulted, together with the guidance offered within the document entitled Groundwater flooding records collation, monitoring and risk assessment (ref HA5), commissioned by DEFRA and carried out by Jacobs in 2006.
7.1.2 According to Cobby et al (2009), groundwater flooding can be defined as flooding caused by the emergence of water originating from subsurface permeable strata. The greatest risks of groundwater flooding are considered to be from either:
• a rise of groundwater in unconfined permeable strata, such as Chalk, after prolonged periods of extreme rainfall;
• a rise of groundwater in unconsolidated, permeable superficial deposits, which are in hydraulic continuity with local river water levels and where the hydraulic gradient of the water table is low.
7.1.3 As described above, it is widely accepted that groundwater flooding generally occurs from both permeable strata (e.g. Chalk) and superficial deposits (e.g. sands and gravels). In particular, unconfined water-bearing deposits (i.e. those with permeable soils above them) are susceptible to a rise in groundwater during prolonged, extreme rainfall and during periods of high recharge throughout autumn and winter. Antecedent conditions, such as, above average groundwater levels prior to the rainfall event, are also a contributing factor to a variation in the water table.
7.1.4 Permeable superficial deposits can also hold quantities of groundwater, although these tend to be insignificant compared to the stored quantities within consolidated aquifers. Unconsolidated deposits such as sand and gravels are sufficiently permeable to store water; however such deposits which yield a low quantity of water are commonly termed a non-aquifer.
7.1.5 Deposits comprising a mixture of permeable and impermeable soils can lead to a presence of perched water. Perched water tables are located above less permeable deposits such as clay and are located within water-bearing soils such as sand and gravel. If perched water is unconfined then the potential for recharge and groundwater flooding can be high. If the perched water is confined by less permeable clay deposits, then the clay deposits will have a buffering effect on percolating surface water and thus the recharge potential and rise in the water table is low.
Soil and Geology at the Site
7.1.6 It can be seen from the various soil and hydrogeological data, listed in Section 2, that the soils beneath the site comprise peaty clay with some sand and gravel. The Local Borehole Data extracted from the British Geological Survey, Online Geology of Britain Viewer, indicates that the water table is present at approximately 3.80m bgl.
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Groundwater Flooding Potential at the Site
7.1.7 There have been no recorded groundwater flood events across the area between 2000 and 2003, as indicated by the Jacobs study. The BGS Groundwater Flooding Susceptibility Map shows that there is “Potential for Groundwater Flooding of Property Situated Below Ground Level”.
7.1.8 It is considered that a precautionary approach is adopted when considering groundwater flood risk to foundations. A Water Exclusion Strategy as outlined further in the DEFRA/EA document Improving the Flood Performance of New Buildings is recommended, which aims to prevent groundwater from affecting the foundations below ground. For example, concrete blocks used in foundations should be sealed with an impermeable material or encased in concrete to prevent water movement from the ground to the wall construction.
7.2 Surface Water Flooding and Sewer Flooding
7.2.1 Surface water and sewer flooding across urban areas is often a result of high intensity storm events which exceed the capacity of the sewer thus causing it to surcharge and flood. Poorly maintained sewer networks and blockages can also exacerbate the potential for sewer flooding. Surface water flooding can also occur as a result of overland flow across poorly drained rural areas.
7.2.2 The Agency’s Surface Water Flooding Map (Figure 11) indicates that there is mainly a low surface water flooding risk (i.e. chance of flooding between 1 in 1000 years and 1 in 100 years).
7.2.3 The data associated with the EA map indicates that the depth of water would generally be less than 0.3m, however, some parts of the site would be affected to a depth of between 0.3m and 0.9m (Figure 12).
7.2.4 The map generally shows lower areas of ground where water may pond during storm events and identify areas which receive subsequent runoff from surrounding land during heavy rainfall events (i.e. these parts of the site are acting as small basins).
7.2.5 By comparing Figures 11 and 12 to the LIDAR data it can be seen that the areas of the site affected by higher depths of surface water flooding correlate well with localised low areas/depressions up to 0.3m deep. The LIDAR data suggests that adjacent areas of the site which experience lower depths of surface water flooding are set at least 3.50m AOD.
7.2.6 It is likely that as part of the proposed development these localised depressions will be in-filled in order to achieve a finished floor level of 3.75m AOD, and hence will cease to become focused areas of surface water ponding. The finished floor levels will therefore be set above the aforementioned adjacent areas which experience a lower depth of surface water flooding (i.e. 3.50m AOD). Therefore, all proposed dwelling would subsequently be at risk during low risk events and to a depth of below 0.3m.
7.2.7 Having finished floor levels set 0.15m higher than existing ground levels will ensure that the surface water flood risk is avoided during low risk events.
7.2.8 Despite the flood depth being below 0.3m and velocity being greater than 0.25 m/s along the proposed access road and external areas (and along Beccles Road adjacent to the site entrance), the hazard to people and vehicles would be Very low. Therefore, safe access/egress can be achieved at all times.
______
Report Ref: 1714/RE/10-16/02 Rev A 17
Flood Risk Assessment – Beccles Road, Loddon Evans Rivers and Coastal Ltd ______
Site
Figure 11: Environment Agency Surface Water Flooding Map and site extent (Source: Environment Agency, 2016)
Figure 12: Environment Agency Surface Water Flooding Map and site proposals during low risk events ______
Report Ref: 1714/RE/10-16/02 Rev A 18
Flood Risk Assessment – Beccles Road, Loddon Evans Rivers and Coastal Ltd ______
7.3 Reservoirs, Canals And Other Artificial Sources
7.3.1 The failure of man-made infrastructure such as flood defences and other structures can result in unexpected flooding. Flooding from artificial sources such as reservoirs, canals and lakes can also occur suddenly and without warning, leading to high depths and velocities of flood water which pose a safety risk to people and property.
7.3.2 The Environment Agency’s “Risk of flooding from reservoirs” map suggests that the site is not at risk from such features.
______
Report Ref: 1714/RE/10-16/02 Rev A 19
Flood Risk Assessment – Beccles Road, Loddon Evans Rivers and Coastal Ltd ______
8. CONCLUSIONS
8.1 A review of the relevant guidance documents and various types of data collected at the site has enabled a full assessment of the flood risks to be quantified.
8.2 Flood modelling has determined that the proposed dwellings and garages will be located within the present day and future Flood Zone 1 and when considering the climate change 1 in 100 year event (both Higher Central and Upper End).
8.3 A small part of the proposed access road will be affected during the climate change 1 in 1000 year event.
8.4 When considering a partial blockage of the bridge there is out of bank flooding during the climate change (Higher Central) 1 in 100 year event and the proposed access road would become flooded to a slightly larger extent than during the climate change 1 in 1000 year event (with no blockage). The proposed dwellings and garages are not at risk under blockage conditions.
8.5 Proposed finished floor levels should be set at 3.75m AOD (i.e. 150mm higher than existing ground levels) as this will provide additional freeboard above the fluvial flood level and will mitigate against surface water flood events. Safe (dry) refuge during all modelled events can be achieved at all times.
8.6 Safe access/egress can be guaranteed during the present day 1 in 1000 year event, climate change (Higher Central) 1 in 100 year event and climate change (Upper End) 1 in 100 year event.
8.7 However, the hazard along the affected part of the proposed access road would be Dangerous for Some during the climate change 1 in 1000 year event and Dangerous for Most when considering a partial blockage of the downstream bridge opening during the climate change (Higher Central) 1 in 100 year event.
8.8 Despite the low fluvial flood risk, an evacuation strategy has been developed within this assessment. It is proposed that the occupants prepare a Family Flood Plan. It is recommended that the occupants also take advice from the emergency services but do not rely on them with regards to evacuation.
8.9 This assessment has investigated the possibility of groundwater flooding and flooding from other sources at the site. It is considered that there will be a low risk of groundwater flooding across the site.
8.10 There will be a low surface water flood risk across the site and the dwellings and garages will be set 150mm higher than existing ground levels which will reduce the flood risk to acceptable levels. Safe access/egress can be achieved during the peak of the surface water flood events.
______
Report Ref: 1714/RE/10-16/02 Rev A 20
Flood Risk Assessment – Beccles Road, Loddon Evans Rivers and Coastal Ltd ______
9. BIBLIOGRAPHY
i. Association of British Insurers 2012. Guidance on Insurance and Planning in Flood Risk Areas for Local Planning Authorities in England.
ii. CIRIA 2005. Standards for the repair of buildings following flooding, Report 623. CIRIA.
iii. CIRIA 2000. Groundwater Control – design and practice, Report 515. CIRIA.
iv. Cobby, D., et al. 2009. Groundwater flood risk management: advances towards meeting the requirements of the EU Floods Directive. Journal of Flood Risk Management.
v. Communities and Local Government 2012. National Planning Policy Framework.
vi. Communities and Local Government 2012a. Technical Guidance to the National Planning Policy Framework.
vii. Communities and Local Government 2007. Improving the Flood Performance of New Buildings. HMSO.
viii. DEFRA/EA 2007. Public Response to Flood Warning, Flood and Coastal Defence R&D Programme, R&D Technical Report SC020116. Environment Agency.
ix. DEFRA/EA 2006. Flood Risks to People, Phase 2, R&D Technical Report FD2321/TR1, Flood and Coastal Defence R&D Programme. Water Research Council.
x. DEFRA/EA 2006a. Flood Risks to People, Phase 2, R&D Technical Report FD2321/TR2, Flood and Coastal Defence R&D Programme. Water Research Council.
xi. DEFRA/EA 2005. Framework and guidance for assessing and managing flood risk for new development, Phase 2, Flood and Coastal Defence R&D Programme, R&D Technical Report FD2320/TR2. Water Research Council.
xii. DEFRA/EA 2005a. Flood Warning for Vulnerable Groups: A review of the literature, Flood and Coastal Defence R&D Programme. Environment Agency.
xiii. DEFRA/Jacobs 2006. Groundwater flooding records collation, monitoring and risk assessment (ref HA5).
xiv. DEFRA/Jacobs 2004. Strategy for Flood and Coastal Erosion Risk Management: Groundwater Flooding Scoping Study (LDS), Final Report, Volumes 1 and 2.
xv. Environment Agency 2008. Supplementary Note on Flood Hazard Ratings and Thresholds for Development Planning and Control Purpose – Clarification of the Table 13.1 of FD2320/TR2 and Figure 3.2 of FD2321/TR1.
xvi. Geological Society of London 2006. Groundwater and Climate Change. Geoscientist magazine, Volume 16, No 3.
______
Report Ref: 1714/RE/10-16/02 Rev A 21
Flood Risk Assessment – Beccles Road, Loddon Evans Rivers and Coastal Ltd ______
xvii. Institute of Geological Sciences 1981. Hydrogeological Map of Southern East Anglia, 1:125,000.
xviii. Institute of Geological Sciences 1977. Hydrogeological Map of England and Wales, 1:625,000. NERC.
xix. Mid Suffolk District Council 2008. Strategic Flood Risk Assessment.
xx. NERC 2009. Flood Estimation Handbook [CD-ROM], Version 3. Institute of Hydrology.
xxi. NERC 1975. Flood Studies Report (FSR). Institute of Hydrology.
xxii. ODPM 2003. Preparing for Floods. London: ODPM.
xxiii. Soil Survey of England and Wales 1983. Soil Map of Eastern England (Sheet 4), 1:250,000. Cranfield University.
xxiv. UK Groundwater Forum. Groundwater Resources and Climate Change. http://www.groundwateruk.org/Groundwater_resources_climate_change.aspx [accessed 26/10/2016]
______
Report Ref: 1714/RE/10-16/02 Rev A 22
DRAWINGS
DRAWING NUMBER: 2219-384-S01
NOTES: 636400E 636425E 636450E 636475E 636500E 636525E
AV Air Valve FH Fire Hydrant SP Sign Post BB Bottom Bank FP Footpath STAY Stay BH Bore Hole G Gully Grate SV Sluice Valve BL Lit Bollard GV Gas Valve TAC Tactile Paving BOL Bollard HEDGE Hedge TB Top Bank BIN Bin IC Inspection Cover TBOX Telephone Box BS Bus Stop IL Invert Level TL Traffic Light BUSH Bush KO Kerb Outlet TOK Top Of Kerb BOX Box (Utilities) LP Lamp Post TP Telegraph Pole
m 1 Sheet 1 8 5 . CAB Cabinet MH Manhole TRK Track 0 1 . 1 4 Bushes = e Soffit=7.24m g MP Marker Post 298350N d 298350N CHNL Channel TS Traffic Sign MH i Gate R 3.97 CL Centreline NB Name Board VENT Vent 3.9 W 4 3 F .84 enc 0 e P 9 /R CONC Concrete P/W Partition Wall W Water Cover . 3 3 5 .88 8 Gate . 3 3 8 3. . 78 3 COL Column PB Post Box WL White Line BE ST CCL NBB ES 6 3 S Rid 7 .83 2 ge= RO 4 . 3.7 9.47 DB Ditch Bottom PM Parking Meter WO Wash Out .0 3 7 m AD 3 MH 5 7 3 3.87 . 3 .76 3 .74 Foo DCHNL Drainage Cannel PO Post YL Yellow Line
tpat
3 7 h
. 0
94 6 8
0 . . 0 3 3 3 Soffit=7.86m . .63 3. W 66 3.5 DR Door RE Rodding Eye 4 BT 3 3 . 3.5 3 6 6 . 2 3. 7 8 3.5 59 3 4 MP 0 5 .6 3 5 5 4 EEB Electric MH Cover RL Ridge Level . 0 . 4 4 0 . . 3 3 4 3 2 3. 5 3 . 5 3.5 0 7 . 2 4 2 3.6 . 5 0 6 EP Electric Pole RP Reflector Post 3 3 3 3.76 4 .8 . .1 3 3 3 6 LP271 4 MH . 3 IL 4 . 4 9 .0 . 1 3 65 3.74 5 .50 7 Bushes 3 3 9 3.65 1.07 .60 . 4 3.5 7 9 .48 3 5 3 4 8 0 3. . 4 .7 ER Earth Rod . 48 3.51 Soffit=2.26m 3. 3 3.73 RS Road Sign 3 3 3.74 4 4 4 3 .0 . 3 0 5 Water Lvl=1.10m 3.6 . 6
4 3 3.6
.0 3.53 3. 3.62 3
2 3 5
0 G 4 5 MP .
3 6 Brid ET EP+Transformer SETTS Granite Setts 4 . ge 60 3.58 3. 6 .2 3 4 3 1 4 8 G .51 Spring H SP 3.60 . . t= 9 17 . 2 3.52 1.38m .60 3.58 KO 3 3 3 8 3 3.5 Spring
. 3 3.56 Ht=1.38m 3 6
7 . 5 . . 6
3 h 3 3 6 t 3
6 8 3.5 pa BT 3.56 ot 6
3.56 Fo . . 6 6 1 4 . 0 SF Safety Fence 0 3 FEED Feeder Pillar 7 . 3.5 5 3 6 7 .56 3.56 3 . 3 . F 4 3 8 3.56 3.53 7 o . o 3 . 5 . 3 5 9 MH 9 3 t 4 p 1 2 3 5 a . 5 t 4 . 4 h 6 50 . 3 . 5 G 0 3 . . 0 9 83 3.69 . 3 MH 3 3 2 5 MH 3
. 49
.
.
8 0 5 3.6 3.49 3 OAD 0 3 3.67 R
5 0 3. 6 ES 7 6 . L 8 . G BECC 6
3 3
4.00 . 3
3 6 FCB Close Boarded
. 3.76
0 6 .
Fen 3 3.59 3 3.82
ce 3 8 Control Station 3 6 . . . 6 P 7 0 3 /R 0 3 .77 8 FCL Chain Link
3. 5 3 3.62
84 . .65
3. 3
7 6
5 3
TP .
5 3.62 8
. 3.66 3.63 0 3 FHD Hoarding Column 1
5 3.69 . 3 3 3 . W . 3. 60 FH 8 X.XX 80 3.68 4 Floor to Ceiling Height 3 5 FHR Heras Fence
5 .
. 8
1 3 3. 3 60 3 74 .66 9 3. . 5 3 7 2 . . 3 5 FPL Pallisade X.XX F/C LP273 6 6 3
. As 0 . Floor to False Ceiling Height p 7 3 h 3 1 a 5 lt SP 3.6 0 7 .6 6 5
3 . 3 . KO 3 .6 1 3 . 4 3 3 6 FPR Post & Rail 5 . 5 1 3 . 5 .69 3.50 1 3 5 5
7 3 . . . 6 3.72 3 3 3 9 He .72
ras Fe 3.66 FPW Post & Wire
3 nc 3.62
3 e 3 .
0 3 8 6 .7 0
. 1 . 4
3.5 . 3 9 0 3.7 0 4 3 Brid Gate ge 3.74 RAIL Railings
3.69 4.13
0 3.6 STNBBS1 8 7 2 .
3
3 . Soffit=2.27m 3 4 9 4.08 Sm . SP 4 3 all IL 0 3.7 .83 4.09 Tre 9 6 3.92 m es/B . 1.01 3. 3.93 u 0 72 s 0 LP272 hes 3.99 .07 1 Fe 3 4 . POST n .87 0 c SP e P/R 3 8 1 . .9 1 3 3 = 0 5 6 l . 3. 3 4 Features v 9 5 .7 3 7 9 .0 L . . 95 4 3 FCB 1.6h r
0 e Fences .6 t 2 3 a 6 0 . 4 . 8 Wall 1.2h 3 5 m W 3 1 9 0 3 . . 7 3 4 9 . . Walls 3 2 1 Hedge 1.3h =
e
g 3 d 298325N i . 298325N 6 R Soffit=7.90m 3 Hedges Average root line shown.
2 2
7 7 6 . OHL . 4 0 0 . 3 Overhead Line Indicative position of cables. 8 8 . 3 3.68 0 3.6
4
3.55 2 . 3 3 3 9 3.67 2 . 3 Services 3. 0.225Ø B FW MH /
C Foul Sewers Pipe position and alignment e c
8 r n
9 0 . e 0.375Ø e 9 8 is indicative only. t SW MH 3 . t 9 F .
3 Storm Sewers a 2
0
4 B
. 3 0 p 5 0 . o 8 0 . 0 T 3 5 .
4 0 9 . h
3 t
a
p
t o Deciduous W o / Trees F P
r e 0
c e 8 t . n Trees are drawn to scale on the survey, t 2
e a
F 3.60 B 3.57
3.66 3.53 6 m
5 o .
7 t 3
4 t
. o 3 Field B
2
.
5
5 6
9 . 3 Coniferous
9 6 .
2 Soffit=9.17m 0 4 .4 6 4 3 6
. 3 3
. 3 .
0 0
m Building Heights 0 2 m 9 . 4 . 8 3.35 1 RIDGE 9 4 .
= 2 1 e 0 = g 4 3. e d i 3 g .35 d R 3.66 i Soffit=6.57m 3. 2 R 32 .8 6
2 3.39 8 . 2 Bushes
3.08
0
0 8 2.5 . 2 3 7 .
3
0 1 3 0 . TILE . 3 0 2.3 3 8 5 . 0
2 6 2 6 . 0 4 9 2 . . 4 . 3 2
2
0
.6 3.03 3 2.56 2.23 298300N 298300N
3
.
1 EAVES
2 6 3 2 2 W 5 2 . / . . 0 SOFFIT 2 0 P 6 9 .
e 1 c
n
3.67 8 m e 1
. 2 F 3 7
.
3 3.38 3
1 3.42 0 . = 81 SURVEY CARRIED OUT USING TRIMBLE S6 TOTAL STATION & TRIMBLE R10 GPS. 3.36 . 2 e 2
g
d i 3.40 ALL SURVEY DATA TO ORDNANCE SURVEY NATIONAL GRID (OSTN02) R Soffit=9.40m 2. 3 97 .60
1 ALL DIMENSIONS ARE IN METRES UNLESS OTHERWISE STATED. 8 .
3 ANY CRITICAL DIMENSIONS AND MEASUREMENTS SHOULD BE BASED ON THE
7
3 . 4
3 9 ORIGINAL DIGITAL DATA AND CONFIRMED WITH BB SURVEYS LTD. . 1 ANY ERRORS SHOULD BE NOTIFIED TO BB SURVEYS LTD.
3 7 0 7 . 3 . 3 3 . 0 NO ATTEMPT HAS BEEN MADE TO ENTER ANY CONFINED SPACES ON THIS SITE. 3.59 0 WE HAVE MEASURED INVERT DEPTHS, ESTIMATED PIPE SIZES AND SHOWN THE
7 Rid 6 ge=8.77m . DIRECTION OF FLOW ONLY WHERE DRAIN RUNS ARE ACTIVE AT THE TIME OF 1 0 3.6 SURVEY. INSPECTION COVERS WHICH WE WERE UNABLE TO LIFT BY MANUAL 3.29 2.92 3.47 METHODS ARE DENOTED AS MH (UTL). WE DID NOT QUOTE FOR THE USE OF
8 HYDRAULIC LIFTING EQUIPMENT. 3 . 0 0 8 . 1
9 5 1 . 8 .59 DRAINAGE RUNS BETWEEN INSPECTION COVERS HAVE NOT BEEN 3 3 . 2 0 3 1. . 80 3 1 INVESTIGATED. ANY SHOWN ARE ESTIMATED AND NOT CONFIRMED. ALL .17 1.2 8 1 DRAINAGE RUNS SHOULD BE PROVED BY DYE TRACING AND IF NECESSARY BY 3 5
. 1.2
0 3 7 0 3
1. 8 RADIO DETECTION METHODS PRIOR TO ANY DESIGN WORK. ALL PIPE SIZES AND
4 1
2 . 6
L . 3 I 1 1 9 .62 8 . CONNECTIONS SHOULD ALSO BE CONFIRMED WITH YOUR LOCAL DRAINAGE 8
2 3 8 . 8 3 7 0 . . 1 0 AUTHORITY PRIOR TO ANY DESIGN WORK. h t
a 0 7 p . t 1 o Bushes
o THERE MAY BE INSPECTION COVERS ON SITE WHICH WERE NOT VISIBLE AT THE Ridge 3.44 =13.24m F 9 5 TIME OF SURVEY. THEY MAY HAVE BEEN BURIED OR COVERED BY VEGETATION. .
3
9 1 YOU SHOULD CONSULT YOUR LOCAL DRAINAGE AUTHORITY OR COMMISSION A 8 . 9
.
1
1
0 6 3.53 . 3 CCTV DRAINAGE SURVEY TO ENSURE THAT YOU LOCATE ANY MISSING COVERS
2 OR DRAINAGE RUNS. W .90 /
P 5 3.61 0 . e 2 c
n
9
e 3
.
F 3 STATION TABLE
298275N 4 298275N
8
. 2 Station Name Easting Northing Height (m) STNBBS1 636490.020 298331.909 3.651 3.49 STNBBS2 636439.174 298347.418 3.854 3.54 STNBBS3 636452.609 298214.459 3.791 3.24
4 3.59
7 1 . 1 .
8 3 0
0 .
6 9 . .
0 0 5
5 5 Note: This survey has been carried out for flood risk analysis and should not be used for any other purpose.
3
3 .
5 .
0 1
0 0
7 3.60
6 7 . .
3 3
1
. 9 2 3.10 3
. 0 3 8 . 5 1 0 . 9 3.54 2 3.40 3.46
2 8 . Ridg 3 e=13.68 m 3.61
3.67 3.44
3 1 . 4 . 8 7 .23 4 3 3.55 0 0 . 3 . 3 3 24.10.16 - Survey Issued 3 2 . 0 0 .1 2 2 2 .1 Ridge 0
=10.46m DATE: REV: REVISIONS 3
.
6 9 0
4 3.53 . 3
3 . 2 1
3.64 3 . 5 9 Soffit=6.70m
T o
p
0 6
. B 3 a t 5 t
7 e 5 . r 7 1 . 3.60 3.58 1
6 B
5 298250N . o 298250N 3 t POST t
o 1 3 . m 8
. 5 6 2
3
0 . . 2
6 B 1
8 0 a . t 2 t 2 e
0 r . 2 2 3.36 3.60 3.57
0
4 .
0 1 3.66 4 .
1 3 1 Chestnut Place . 63 3 . 2 3 Field 3 . 7 4
6 3
3
. . 4
3 0
1 . 3.67 8 Cringleford 4
3.58
2 . 1 7
s
e
h Norwich s 3.70
u
B
n 0 .6 w 3
o
r
g
r
r e 0 Norfolk e . v 3.63 1 t 1
8 t 3.60
O
4
. 3 8 . 0 6 1 4 0 . . Ba 1
1 1
p
o
T 3 .70 1 r 3 . 8 3.57 . e 6 3 0 t NR4 7BD t 0 . 2 a 4 2 . B 1 5 3 . m 7 5 o t 3 t .6 8 o 3 t: 01603 507917 3.3 B 3.47
3.
7 6 m: 07786 388175 Bushes
1
5
.
3 3.69 1 . 3.75 9 9 e: [email protected]
7
7 5 . 5 . 1
1
3.57 3 CLIENT: . 3 1
3 . 298225N 3.64 7 298225N 4 9 3.4 0 . 3 3 3.78 0 . 3 3 .6 3 1 3.47 0 . 2 8 . Rupert Evans 3 0 4
5
2 . 3 60 3.66 3. Reg Holmes 3. 40 1 . 8 9 3 . 6 0
0 3.31 0 6 6 . PROJECT: . 1 1 1 . 7 6 3 3.50 F . 4 o 0 o 3.43 tp a 3.31 t 0 h 3.67 .4 3 3 . 2 0 Beccles Road 5 Sheet 2 4 . STNBBS3 3
3.44 1 .9 3 2 . 0 0 3.26 8 2 . 9 0 Loddon 3.41 . Top Batter 2 4 2 3.52 3 . .41 8 3.45 0 0 .94 . 2 2 5 .6 5 6 3.23 0 2.85 . 5 5 TITLE:
0.83 0 . 5 2 0.90 0 . 0.83 . 9 2 5 4 1 9 .6 1.03 0.89 3 1.48 1.18 Bottom Batter 1.33 1.03 Existing Ground Level Survey 1 1.48 .6 1.33 3 1.18
2 . Overview 4 4
0 0 . . 6 6 7 7
SCALE: DRAWN: SHEET SIZE: DATE:
298200N 298200N NTS N.P.A1 24.10.16
DRAWING NUMBER: 636400E 636425E 636450E 636475E 636500E 636525E 2219-384-S01 DRAWING NUMBER: 2219-384-S02
NOTES:
AV Air Valve FH Fire Hydrant SP Sign Post BB Bottom Bank FP Footpath STAY Stay 636525E 636400E 636425E 636450E 636475E 636500E BH Bore Hole G Gully Grate SV Sluice Valve BL Lit Bollard GV Gas Valve TAC Tactile Paving BOL Bollard HEDGE Hedge TB Top Bank BIN Bin IC Inspection Cover TBOX Telephone Box BS Bus Stop IL Invert Level TL Traffic Light BUSH Bush KO Kerb Outlet TOK Top Of Kerb BOX Box (Utilities) LP Lamp Post TP Telegraph Pole CAB Cabinet MH Manhole TRK Track CHNL Channel MP Marker Post TS Traffic Sign MH CL Centreline NB Name Board VENT Vent CONC Concrete P/W Partition Wall W Water Cover COL Column PB Post Box WL White Line DB Ditch Bottom PM Parking Meter WO Wash Out DCHNL Drainage Cannel PO Post YL Yellow Line DR Door RE Rodding Eye EEB Electric MH Cover RL Ridge Level
m 1 EP Electric Pole RP Reflector Post 8 5 . 0 1 . 1 4 ER Earth Rod RS Road Sign Bushes = e Soffit=7.24m g 298350N d 298350N ET EP+Transformer SETTS Granite Setts i
R Gate FEED Feeder Pillar SF Safety Fence 3.97 3.9 W 4 3 F .84 enc 0 e P FCB Close Boarded 9 / . 3 R 3 5 .88 Control Station 8 Gate FCL Chain Link . 3 3 8 3. . 78 3 S FHD Hoarding Column BEC TN CL BB FHR Heras Fence X.XX Floor to Ceiling Height E 6 3 S Rid S 7 .83 2 ge=9 RO 4 . 3.7 .4 .0 3 7 7m AD 3 MH 5 FPL Pallisade X.XX F/C 7 3 Floor to False Ceiling Height 3.87 . 3 .76 3 .74 Foo FPR Post & Rail
tpat
3 7 h
. 0 FPW Post & Wire
94 6 8
0 . . 0 3 3 3 Soffit=7.86m . .63 3.6 4 W 6 3 RAIL Railings . BT 5 3 3 . 3.56 3 6 2 3. . 7 8 3.5 59 3 4 MP 0 5 .6 3 5 5 . 0 4 . 4 4 0 . . 3 3 4 2 3. 3 5 3 .72 5 3.5 0 . 2 4 3.6 . 5 0 6 3 3 3 3.76 Features 4 .8 . .1 3 3 3 6 LP271 4 MH . 3 4 4 IL . FCB 1.6h .0 .9 1 3. 6 3.74 5 50 7 Bushes 3 3 9 3.65 1.07 5 .60 Fences . 4 3.5 7 9 .48 3 5 3 4 8 0 3.48 . 3.51 Soffit=2.26m 3.4 3.7 3.73 Wall 1.2h 3 3. 3.74 4 4 4 3 Walls .0 . 3 0 5 3.6 Hedge 1.3h
. Water Lvl=1.10m 6 4 3 3.6
.0 3.53 3. 3.62 3
2 3 5
0 G 4 5 MP . 3
6 Brid 4 . ge .60 3.58 3 6 .2 3 4 3 0 1 4 8 G .51 Spring H SP 3.6 . t 2 = 9 .17 . 3.52 1.38m .60 3.58 Hedges Average root line shown. 3 3 KO 3 8 3 3.5 Spring 3 H 3
. 3.56 t=1.38m
7 .
5 . 6
3 6 3. 3 h 3
8 5 t
66 . a BT 3. 3 otp 6
56 3.56 Fo . . 6 6 1 4 . 0 OHL 0 7 3 . 3. 5 3 56 7 3.56 3 . 3.56 F 4 . 3 8 3.56 3.53 7 Overhead Line Indicative position of cables. o . . o 3 5 . 3 5 MH 9 3 t 9 4 p 2 1 0 3 5 a . 5 t 4 . 4 h 6 5 . 3 . 5 G 0 . 3 . 0 9 8 3.69 . 3 9 3 MH 3 3 2 5 MH 3
4
.
.
8 0 5 3.6 3. OAD 0 3.49 3 3.67 R
5 3. 6 0 ES
7 6 . L 8 . G BECC 6
3 3
4.00 . 3 3 6 Services
. 3.76 0 6 . 3 0.225Ø
Fen 3 3.59 3.82 FW MH
ce 3 8 Foul Sewers 3 6 . . . 6 P 7 0 3 /R 0 3 Pipe position and alignment .77 8
3. 5 3. 3.62
84 . 65 0.375Ø
3 3 is indicative only.
.7 6
5 3 SW MH
TP .
5 3.62 8 Storm Sewers
. 3.66 3.63 0 3
1
5 3.69 . 3 3 3 . W . 3 3 60 FH 8 .80 .68 4 3 5
5 . . 8
1 3. 3 3 0 3 74 .66 9 3.6 . Deciduous 5 3 7 2 .
. 3 5 Trees LP273 6 6 3
. As 0 . p 7 3 3 h 1 a 5 lt SP 3.6 0 7 . 6 5
3 6 . Trees are drawn to scale on the survey, 3 . KO .6 1 3 3 . 4 3 3
6
5 . 1 5 3 . 5 .69 3.50 1 3 5 5
3 7 . . . 6 3.72 3 3 3 9 He .72
ras Fe 3.66
3 nc 3.62
3 e 3 . 0 8
3. 0
. .6 71 4 3. . 3 3. 59 00 4 73 Brid Gate ge 3.74
3.69 4.13
0 3. STNBBS1
8 67 2 Coniferous . 3 3 . Soffit=2.27m 3 4
9 4.08 Sm . SP all 4 IL 0 3.7 3.83 4.09 T 9 6 3.9 r m 2 e . es/B 1.01 3. 3.93 0 72 us 0 LP272 hes 3.99 .07 Building Heights 1 4 . Fe 3.8 POST 0 nc 7 RIDGE SP e P/R 3 8 1 . . 1 9 3 3 5 = 010 6 l . 3. 3 4 v 9 5 .7 3 7 9 .0 L . . 9 4 3 r 5
0 e .6 t 2 3 a 6 0 . 4 3 . 8 5 m W 3 9 0 3 1 . . 7 3 4 TILE 9 . . 3 2
1
=
e
g 3 d 298325N i . 298325N 6 R Soffit=7.90m 3 EAVES
2 2 SOFFIT 7
. 7 6 . 4 0 0 . 3 8 8 . 3 3.68 SURVEY CARRIED OUT USING TRIMBLE S6 TOTAL STATION & TRIMBLE R10 GPS. 0 3.6 ALL SURVEY DATA TO ORDNANCE SURVEY NATIONAL GRID (OSTN02)
4
3.55 2 . 3 3 3 9 3.67 . ALL DIMENSIONS ARE IN METRES UNLESS OTHERWISE STATED. 2 . 3 3
B / ANY CRITICAL DIMENSIONS AND MEASUREMENTS SHOULD BE BASED ON THE
C ORIGINAL DIGITAL DATA AND CONFIRMED WITH BB SURVEYS LTD. e c ANY ERRORS SHOULD BE NOTIFIED TO BB SURVEYS LTD. 8 r n
9 0 . e e 9 t 8
3 . t 9 F .
3 NO ATTEMPT HAS BEEN MADE TO ENTER ANY CONFINED SPACES ON THIS SITE.
a 2
0
4 B . WE HAVE MEASURED INVERT DEPTHS, ESTIMATED PIPE SIZES AND SHOWN THE
3 0 p 5 DIRECTION OF FLOW ONLY WHERE DRAIN RUNS ARE ACTIVE AT THE TIME OF 0 . o 8 0 . 0 SURVEY. INSPECTION COVERS WHICH WE WERE UNABLE TO LIFT BY MANUAL T 3 5 .
4 0 METHODS ARE DENOTED AS MH (UTL). WE DID NOT QUOTE FOR THE USE OF 9 . h 3 t HYDRAULIC LIFTING EQUIPMENT.
a
p
t
o DRAINAGE RUNS BETWEEN INSPECTION COVERS HAVE NOT BEEN
W o / INVESTIGATED. ANY SHOWN ARE ESTIMATED AND NOT CONFIRMED. ALL F P DRAINAGE RUNS SHOULD BE PROVED BY DYE TRACING AND IF NECESSARY BY r e
0
c e 8 RADIO DETECTION METHODS PRIOR TO ANY DESIGN WORK. ALL PIPE SIZES AND t . t n 2
e CONNECTIONS SHOULD ALSO BE CONFIRMED WITH YOUR LOCAL DRAINAGE a
F 3.60 B AUTHORITY PRIOR TO ANY DESIGN WORK. 3.57
3.53 6 3.66 m
5 o .
7 t 3 THERE MAY BE INSPECTION COVERS ON SITE WHICH WERE NOT VISIBLE AT THE t 4 . o 3 TIME OF SURVEY. THEY MAY HAVE BEEN BURIED OR COVERED BY VEGETATION. Field B YOU SHOULD CONSULT YOUR LOCAL DRAINAGE AUTHORITY OR COMMISSION A
2
. CCTV DRAINAGE SURVEY TO ENSURE THAT YOU LOCATE ANY MISSING COVERS
5
5 6 OR DRAINAGE RUNS. 9 .
3
9 6 . STATION TABLE 2 Soffit=9.17m 0 4 4 6 4 3. 6 Station Name Easting Northing Height (m) .
3 3
. . 3 0 0 STNBBS1 636490.020 298331.909 3.651 m
0 2 m 9 . 4 STNBBS2 636439.174 298347.418 3.854 . 3.35 8 1 9 4 . 2 = STNBBS3 636452.609 298214.459 3.791 1 e 0 = g 4 3. e d i g 3.35 d R 3.66 i Note: This survey has been carried out for flood risk analysis and should not be used for any other purpose. 2 R Soffit=6.57m 3. 8 32 . 6
2 3.39 8 . 2 Bushes
3.08
0
0 8 2.5 . 2 3 7 3 0 1 3. .0 . 3 0 2.3 3 8 5 . 0
2 6 2 6 . 0 4 9 2 . . 4 . 3 2 2
0
6
. 3.03 3 2.56 2.23 298300N 298300N
3
.
1
2 6 3 2 2 W 5 2 . . . / 0 2 0 6 24.10.16 - Survey Issued P
9 . e 1 c
n
3.67 8 m e 1 DATE: REV: REVISIONS
2 .
7 F 3
.
3 3.38 3
1 3.42 0 . = 1 3.36 .8 2 e 2
g
d
i 3.40 R Soffit=9.40m 2. 3 97 .60
1
8 .
3
7
3 . 4
3 9 . 1
3 7 0 7 . 3 . 3 3 . 0 0 1 Chestnut Place 3.59
7 Rid 6 ge=8.77m . 1 Cringleford 0 3.6 3.29 2.92 3.47
8 Norwich 3 . 0 0 8 . 1
9 5 1 . 8 .59 3 3 . 2 Norfolk 0 3 1 . .80 3 1 .17 1.2 8 1 3 5 . 1.2 0 3
7 NR4 7BD 0 3
1. 8
4 1
2 . 6
L . 3 I 1. 1 9 62 .8 8
2 3 8 . 8 3 7 t: 01603 507917 0 . . 1
0 h t
a 0 7 p . t m: 07786 388175 1 o Bushes
o Ridge 3.44 =13.24m F 9
5 . 3 e: [email protected]
9 1 8 . 9
.
1
1
0 6 3.53 .
3 CLIENT: 2 W .90 /
P 5 3.61 0 . e 2 c
n
9
e 3 . Rupert Evans
F 3
298275N 4 298275N
8
.
2 Reg Holmes
PROJECT:
3.49 3.54 3.24 Beccles Road 4 3.59
7 1 .
1 .
8 3 0
0 .
6 9 . . 0
0 5
5 5 Loddon
3
3
.
5 .
0 1
0 TITLE: 0
7 3.60
6 7 . . 3 3 Existing Ground Level Survey
1
. 9 2 3.10 3 Sheet 1 . 0 3 8 . 5 1 0 .9 3.54 2 3.40 3.46 SCALE: DRAWN: SHEET SIZE: DATE: 2 8 . Ridg 3 e=13.68 m 3.61 1:200 B.B.A1 24.10.16 3.67 3.44
3 1 . . 4 7 3 8 .2 4 3 3.55 0 DRAWING NUMBER: 0 . 3 . 3 3 3 2. 0 0 .1 2 2 2 .1 Ridge 0
=10.46m
3
.
6 9 0
4 3.53 . 3
3 . 2219-384-S02 2 1 364 DRAWING NUMBER: 2 Bushes
3.08
0
0 8 2.5 . 2 3 7 3 0 1 3.
. .0 3 0 2.3 3 8 5 . 0
2 6 2 6 . 0 4 2219-384-S03 9 2 . . 4 . 3 2
2
0
6
. 3.03 3 2.56 2.23 298300N 298300N NOTES:
3
.
1
2 6 3 2 2 W 5 2 . . . / 0 2 0 AV Air Valve FH Fire Hydrant SP Sign Post P 6
9 . e 1 BB Bottom Bank FP Footpath STAY Stay c
n
3.67 8 m e 1 BH Bore Hole G Gully Grate SV Sluice Valve
2 .
7 F 3
.
3 3.38 BL Lit Bollard GV Gas Valve 3 TAC Tactile Paving
1 3.42 0 . = 1 3.36 .8 2 e 2 BOL Bollard HEDGE Hedge TB Top Bank
g
d
i 3.40
R BIN Bin IC Inspection Cover TBOX Telephone Box Soffit=9.40m 2. 3 97 .60 BS Bus Stop IL Invert Level TL Traffic Light
1 BUSH Bush KO Kerb Outlet TOK Top Of Kerb 8 . 3 BOX Box (Utilities) LP Lamp Post TP Telegraph Pole CAB Cabinet MH Manhole TRK Track
7 CHNL Channel MP Marker Post TS Traffic Sign MH
3 . 4
3 9 . CL Centreline NB Name Board VENT Vent 1 CONC Concrete P/W Partition Wall W Water Cover COL Column PB Post Box WL White Line 3 7 0 7 . 3 . 3 3 . DB Ditch Bottom PM Parking Meter WO Wash Out 0 3.59 0 DCHNL Drainage Cannel PO Post YL Yellow Line DR Door RE Rodding Eye 7 Rid 6 ge=8.77m . 1 EEB Electric MH Cover RL Ridge Level 0 3.6 2 3.29 .92 EP Electric Pole RP Reflector Post 3.47 ER Earth Rod RS Road Sign
8 ET EP+Transformer SETTS Granite Setts 3 . 0 0 8 . FEED Feeder Pillar SF Safety Fence 1
9 5 1 . 8 .59 3 3 . 2 0 3 1. FCB Close Boarded . 80 3 1 Control Station .17 FCL Chain Link 1.2 8 1 3 5 Column
. 1.2 FHD Hoarding
0 3 7 0 3 X.XX
1. 8 Floor to Ceiling Height
4 1 FHR Heras Fence 2 . 6
L . 3 I 1. 1 9 6 2 FPL Pallisade X.XX F/C .8 8 Floor to False Ceiling Height 2 3 8 . 8 3 7 0 . . 1 FPR Post & Rail
0 h t FPW Post & Wire a 0 7 p . t RAIL Railings 1 o Bushes
o Ridge 3.44 =13.24m F 9
5 .
3
9 1 8 Features .
.9
1
1 FCB 1.6h
0 6 3.53 . 3 Fences Wall 1.2h 2 W .90 Walls / Hedge 1.3h
P 5 3.61 0 . e 2 Hedges Average root line shown. c
n 9 OHL e 3 . Overhead Line Indicative position of cables. F 3
298275N 4 298275N
8
.
2 Services 0.225Ø FW MH Foul Sewers Pipe position and alignment 0.375Ø is indicative only. Storm Sewers SW MH 3.49 3.54 3.24 4 3.59 Deciduous 7 1 . Trees 1 .
8 3 0 0 .
6 9 . . 0
0 5
5 Trees are drawn to scale on the survey, 5
3
3
.
5 .
0 1
0
Coniferous 0
7 3.60
6 7 . .
3 3 Building Heights
1 RIDGE . 9 2 3.10 3
. 0 3 8 . 5 1
0 .9 3.54 2 3.40 3.46 TILE
2 8 . Ridg 3 e=13.68 m 3.61 EAVES 3.67 SOFFIT 3.44
3 1 . . 4 7 3 8 .2 4 3 3.55 0 SURVEY CARRIED OUT USING TRIMBLE S6 TOTAL STATION & TRIMBLE R10 GPS. 0 . 3 . 3 3 ALL SURVEY DATA TO ORDNANCE SURVEY NATIONAL GRID (OSTN02) 3 2. 0 0 .1 2 2 2 ALL DIMENSIONS ARE IN METRES UNLESS OTHERWISE STATED. .1 R 0 idge=10
.46m ANY CRITICAL DIMENSIONS AND MEASUREMENTS SHOULD BE BASED ON THE
3 .
6 ORIGINAL DIGITAL DATA AND CONFIRMED WITH BB SURVEYS LTD. 9 0
4 3.53 . 3 ANY ERRORS SHOULD BE NOTIFIED TO BB SURVEYS LTD.
3 . 2 1 NO ATTEMPT HAS BEEN MADE TO ENTER ANY CONFINED SPACES ON THIS SITE. 3.64 3 . 59 WE HAVE MEASURED INVERT DEPTHS, ESTIMATED PIPE SIZES AND SHOWN THE DIRECTION OF FLOW ONLY WHERE DRAIN RUNS ARE ACTIVE AT THE TIME OF Soffit=6.70m SURVEY. INSPECTION COVERS WHICH WE WERE UNABLE TO LIFT BY MANUAL METHODS ARE DENOTED AS MH (UTL). WE DID NOT QUOTE FOR THE USE OF
T HYDRAULIC LIFTING EQUIPMENT. o
p
0 6 . B DRAINAGE RUNS BETWEEN INSPECTION COVERS HAVE NOT BEEN
3 a INVESTIGATED. ANY SHOWN ARE ESTIMATED AND NOT CONFIRMED. ALL t 5 t 7 e DRAINAGE RUNS SHOULD BE PROVED BY DYE TRACING AND IF NECESSARY BY 5 .
7 1 r . 3.60 3.58 RADIO DETECTION METHODS PRIOR TO ANY DESIGN WORK. ALL PIPE SIZES AND 1 CONNECTIONS SHOULD ALSO BE CONFIRMED WITH YOUR LOCAL DRAINAGE
6 B 5 AUTHORITY PRIOR TO ANY DESIGN WORK. 298250N . o 298250N 3 t POST t 1
o 3 . 8 m THERE MAY BE INSPECTION COVERS ON SITE WHICH WERE NOT VISIBLE AT THE
. 5 6 2
3 0 .
. 2 TIME OF SURVEY. THEY MAY HAVE BEEN BURIED OR COVERED BY VEGETATION. 6 B 1
8 0 a . YOU SHOULD CONSULT YOUR LOCAL DRAINAGE AUTHORITY OR COMMISSION A 2 t t 2 e CCTV DRAINAGE SURVEY TO ENSURE THAT YOU LOCATE ANY MISSING COVERS 0 r . OR DRAINAGE RUNS. 2 2 3.36 3.60 3.57
0
4 . STATION TABLE 0 1 3.66
4 .
1 3 Station Name Easting Northing Height (m) . 3 3 .6 2 3 Field 3 . 7 STNBBS1 636490.020 298331.909 3.651 4
6
3 STNBBS2 636439.174 298347.418 3.854
3
. . 4
3
0 STNBBS3 636452.609 298214.459 3.791
1 . 8 Note: This survey has been carried out for flood risk analysis and 3.67 4 should not be used for any other purpose.
3.58
2 . 1 7
s
e
h s 3.70 u
B
n 0 .6 w 3
o
r
g
r
r e 0
e . v 3.63 1 t
t 1
8 3.60 O
4
a 3
. 8 . 0 6 1 4 0 . . B 1
1 1
p o 24.10.16 - Survey Issued T 3 .70 1 r 3 . 8 e 3.57 . t 6 3 0 t 0 . 2 DATE: REV: REVISIONS a 4 2 . B 1 5 3 . m 7 5 o t 3 t .6 8 o 3 3.3 B 3.47
3 . 76 Bushes
1
5 .
3 3.69 1 . 3.75 9 9
7
7 5 . 5 . 1 1 1 Chestnut Place
3.57 3 . 3 1
3 Cringleford . 298225N 3.64 7 298225N 4 9 3.4 0 . 3 3 Norwich 3.78 0 . 3 3 . 3 1 3.47 6 . 2 0 8 . 3 0 4
5
2 .
3 Norfolk 60 3.66 3. NR4 7BD 3. 40 1 .8 9 3 t: 01603 507917 . 6 0
0 3.31 0 6 6 . . 1 1 1 m: 07786 388175 . 7 6 3 3.50 F . 4 o 0 o t e: [email protected] 3.43 p 3.31 a t 0 h 3.67 .4 3 3 . 2 0 CLIENT: 5 4 . STNBBS3 3
3.44 1 .9 3 2 . 0 0 Rupert Evans 3.26 8 2 . 3.41 .9 0 Top Batter 2 4 2 3.52 3 . .41 8 3.45 0 0 4 . 2 2.9 5 5 Reg Holmes .6 6 3.23 0 2.85 . 5 5 PROJECT: 0.83 0 . 2 5 0.90 0 . 0.83 . 9 2 5 4 1 9 .6 1.03 0.89 3 1.48 1.18 Beccles Road Bottom Batter 1.33 1.03 1 1.48 .6 1.33 3 1.18 Loddon
2 . 4 4 TITLE:
0 0 . . 6 6 7 7 Existing Ground Level Survey Sheet 2
298200N 298200N SCALE: DRAWN: SHEET SIZE: DATE:
1:200 B.B.A1 24.10.16
DRAWING NUMBER: 636525E 636400E 636425E 636450E 636475E 636500E 2219-384-S03 PROPOSED DEVELOPMENT OF FOUR DETACHED DWELLINGS AT LAND SOUTH OF BECCLES ROAD, LODDON, NORFOLK, NR14 6JQ FOR MR R HOLMES N
W E AERIAL IMAGE OF PROPOSAL BLOCK PLAN S E E E E E E 0 5 0 5 0 5 0 2 5 7 0 2 4 4 4 4 5 5 6 6 6 6 6 6 3 3 3 3 3 3 6 6 6 6 6 6 B EC CL 15a
E m 1 8 5 . 0 1 . 1 4 Bushes = e Soffit=7.24m S g d 298350N i 298350N Gate R 3.9 1 7 3.94 W 5 3.84 Fen 0 ce b 9 P . /R 3 5 3.8 8 8 . Gate 3 3 8 3 . .78 3 RBE ST CC NB LE 6 3 BS Ri S 7 .8 2 dge RO 4 . 3 3.7 =9.4 . 3 7 AD 03 MH 5 7 m 7 O . 3.7 3.87 3 6 3 .74 F 1 o
otpa
7 7 t 3 0 h
. 8 9 6
0 4 . . A 3 0 3 . 3.6 3 Soffit=7.86m 3 . 3 4 W 66 . BT 5 3 3 . D 3.5 3 6 6 . 2 8 3 3.5 4 7 .5 9 3 3 MP 0 . 0 5 5 65 4 . . 4 4 0 . . 3 3 4 2 3 3 .5 3 . 5 3 0 7 2 .5 . 4 3 . 2 .6 6 3 3 5 0 3 . . 3.76 4 3 8 3 . 3 6 LP271 14 MH . 3 4 4 9 IL . .0 . 1 3 6 3.74 5 .50 7 Bushes 3 3 9 5 .6 . 3.65 4 3 1.07 0 7 .59 3 5 3.48 4 8 . 0 . 3.48 3.51 Soffit=2.26m 3.4 3.7 3.73 3 3 3. 4 7 3 4 4 4 . . 00 5 .63
3 . Water Lvl=1.10m 3 .66
4. 3.5 3 3.62 3 3
02 0 3 3 .5 6 5
G 4 . 3 . B MP 4. 3 ridge 3.58 3.60 6 21 4 8 4 3.5 Spr .60 . 1 ing SP .17 . 2 G 3.52 Ht=1.38m 3 0 3.58 9 8 3 6 3 KO
3 3 3.
. .53 Spring Ht=1.38m 3
6 3.56 .
3 .57 3 . 6 8 3 3 6 6 . .5 th 6
3.5 3 ootpa 6 BT . 6 3.56 F 6 1 4 . 0 7 0 3 3 . 3.56 5 7 3
. 4 .56 . 3 8 3.56 3 F 7 . 3.56 3.53 . o 3 5 3 9 3 5 o 4 .9 MH 2 t 3 0 p 1 . 5 5 a 4 . 6 4 t 5 h . 5 3 . 3 . 0 G 09 .8 . 9 3 3.69 3 3 2 3 5 MH 3 MH 4 .
.
.
0 8 5 3. 3 AD 3 6 5 O 3 6 0 3.49 0 3.67 R
. S . 6 E 78 . ECCL 6
3 B 3 G
4.0 . 3
0 3 6
. 6 0 7 6 . 3 3.
Fen 3 3.59 3.82
c 3 0 6 e P/R . 3.68 8
3 5 2
. . 3. 3.6
84 65 3 6
3 . 5 8
. 3.62 3.66 0 3 3.63
1
5 . 3 3 3 . W . 60 FH 8 4
5 3
5 . . 8
1 3 0 3 9 3.6 .
5 7 2 3 .
. 3 5 6 3 6
. 0 . 7
3 1 3 5
0
6 . 5
3 6 . .
KO 3 1
3 . 4 3
6
. 5 5 1
. 5 a 1 3.50 5 5
3 . 7 .
3 3
6 3.62 3
. 8
0
4 . 0 3.59 0
RED ROBIN Bridge 3.69 4.13
Photinia × fraseri 3.67 STNBBS1 b 4.08 SP 3. 3.76 83 3 4.09 6 .92 .93 3.72 3 LP272 3.99 07 3 4. POST 0 Fence P/R .87 8 SP 3 . .9 3 3
9 3 5 9 0 . . . 9 4 SILVER BIRCH 3 5 Betula Pendula
8 m 5 9 0 3 1 . .
9 7 3 4 . .
2 3
1
=
e
g
d 298325N E i 298325N R Soffit=7.90m
6 4 . 3 8 8 . 3 K Play
3 3 9 . 2 . 3 3 RED ROBIN Bridge
Photinia × fraseri O
0
9 8 9 . . 3 2
L SILVER BIRCH
h t Area Betula Pendula a p
t
o
W
o /
F P
e
0
c 8
.
n
2
S e
F
6
5
EXISTING TREE . GRASS / TURF TO REAR 3
E 2 GARDENS .
5 PLOT 1 5
9 6 House Type A . 2
X 4 Soffit=9.17m
4
. EXISTING TREE 3
m
0 2 m 9 . 4 . 8 1 9 4 .
= 2
e 1 = g e d i g d R i O 2 R Soffit=6.57m 8 .
2 Bushes
F
7
1
. ROTARY DRYER 3 2
2
4 EXISTING TREE . 8 2 GRASS / TURF TO REAR
GARDENS 298300N 1 PLOT 2 3 298300N PERMEABLE GOLDEN . 1
PLOT 1 6 20MM GRAVEL House Type B 6 9 . House Type A 1
m
2
7
.
3 EXISTING TREE 3
1 0 . =
2 e
g
d
i
R Soffit=9.40m 2. 3 97 .60
EXISTING TREE
4 9 . 1 ROTARY DRYER GRASS / TURF TO REAR GARDENS 30 7 R 6 PLOT 2 idge=8.77 . PERMEABLE GOLDEN m 1 2.9 House Type B 20MM GRAVEL EXISTING TREE 2
0 8 . 1
1.59 1.8 1 0 .17 ROTARY DRYER 1 .21 1. 5 23 7 3 1. 8 16 2 L . I EXISTING TREE 1.62 1 EXISTING TREE 8 1.7 h t S PERMEABLE GOLDEN a 0 p 7 . t 1 o Bushes D 20MM GRAVEL R o idg F e=13.24m E GRASS / TURF TO REAR EXISTING TREE
9 E 1 8 GARDENS . 9 . 1 1 R
2.90
5
0 .
EXISTING TREE PLOT 3 2
298275N EXISTING TREE House Type C 298275N 9
ROTARY DRYER 1
9
EXISTING TREE GRASS / TURF TO REAR 3.24 3
1
1 PERMEABLE GOLDEN .
8
.
6 PERMEABLE GOLDEN GARDENS 9 5 2 20MM GRAVEL 20MM GRAVEL EXISTING TREE EXISTING TREE
1 . 9 PLOT 3 EXISTING TREE GRASS / 2 3.10
1 TURF TO . EXISTING TREE 9 House Type C 2 FRONT GARDENS
Ridge =13.68m
GRASS / TURF TO REAR ROTARY DRYER
1 PERMEABLE GOLDEN . 7 .23 GARDENS EXISTING TREE 4 3 20MM GRAVEL
RED ROBIN 2 . EXISTING TREE 0 Photinia × fraseri 2 Ridge= 10.46m
EXISTING TREE GRASS / Soffit=6.70m EXISTING TREE TURF TO FRONT GARDENS PERMEABLE GOLDEN 20MM GRAVEL 298250N 298250N POST ROTARY DRYER 1 . 8
5 2
. 2 EXISTING TREE 1 RED ROBIN Photinia × fraseri EXISTING TREE 3.36
GRASS / EXISTING TREE TURF TO
1 . 8 FRONT 4 GARDENS 2 . 1
7 PERMEABLE GOLDEN
20MM GRAVEL
1 EXISTING TREE 5
1 . 8 0
2 . 1 5 GRASS /
3 TURF TO ROTARY DRYER 3.3
FRONT GARDENS 4 Bushes
1 . 9 9 MEADOW GRASS
298225N 298225N
PLOT 4 .49 GRASS / TURF TO REAR 3
House Type D 1 GARDENS . 2 8 . 3 0 4
ROTARY DRYER ROWAN Sorbus aucuparia
1 . 8 9
1 .
7 6 F o
MEADOW GRASS o 1 tp
a th MEADOW GRASS 7
1 .9 PLOT 4 2 GRASS / TURF TO REAR
2 . House Type D 0 GARDENS 4
ROWAN Sorbus aucuparia 2 . 2 4
2 . 4 4
0 MEADOW GRASS 0 . . 6 6 7 0 7 2
298200N 298200N E E E E E E 0 5 0 5 0 5 0 2 5 7 0 2 4 4 4 4 5 5 6 6 6 6 6 6 3 3 3 3 3 3 6 6 6 6 6 6
0 20 40 50 [M] 2219-384 ~ Land to the west of Express Plastics, Beccles Road, Loddon - Existing OGL Survey 2D All survey data to Ordnance Survey National Grid (OSTN02)
(Surveyed by BB Surveys 24th October 2016 using Trimble S8 & Trimble R10 GPS with VRS) Block Plan - Metres @ 1:500 @ A1
STATION TABLE Station Name Easting Northing Height (m) STNBBS1 636490.020 298331.909 3.651 STNBBS2 636439.174 298347.418 3.854 K GARNHAM STNBBS3 636452.609 298214.459 3.791 DESIGN Note: This survey has been carried out for flood risk analysis and should not be used for any other purpose. N ACCOMMODATION SCHEDULE 01603 616884 www.kgarnham.co.uk [email protected] 0 20 40 50 [M] W E Plot Number Plot House Type Plot Detail Plot Area Project - Proposed Development Client - Mr R Holmes 1 A 4 bedroom house with double garage and 2 parking spaces Dwelling 195m2 Garage 31m2 Aerial Image - Metres @ 1:500 @ A1 Of Four Detached 2 B 4 bedroom house with double garage and 2 parking spaces Dwelling 158m2 Garage 31m2 Dwellings At Scale - as dwg Drawing Number - 1471 S 3 C 4 bedroom house with double garage and 2 parking spaces Dwelling 158m2 Garage 31m2 Land South Of Beccles Road, Drawn By - James Sheet Number- 2 4 D 5 bedroom house with double garage and 2 parking spaces Dwelling 210m2 Garage 31m2 Loddon, Norfolk, NR14 6JQ Date - 19.03.2018 Revision Number - A C This drawing is the copyright of Garhold Limited K Garnham Design is a trading name of Garhold Limited. Registered Office: The Clyffe, St Leonards Road, Norwich, NR1 4JW. PROPOSED SITE LAYOUT Registered in England: No 8729978. VAT No: 178 4704 75.