SURFACE WATER AND FOUL WATER
DRAINAGE SCHEME
for
Mr & Mrs J GRACE
PROPOSED REPLACEMENT DWELLING
OLD HALL FARM
CHAPEL LANE, WEST BRADFORD, BB7 4SN
FEBRUARY 2020
REFORD Consulting Engineers Limited
7 Hall Road, Fulwood, Preston, PR2 9QD
Mobile: 07970 265334 Email: [email protected]
Company number: 09620365 VAT Reg. 215 5638 12
20.762 Page 2
CONTENTS
SECTION TITLE PAGE
1 INTRODUCTION 3
2 BASE INFORMATION 4
3 PROPOSED DRAINAGE SCHEME 6
4 SUMMARY AND CONCLUSIONS 8
APPENDICES
A Location plan
B
C
D
Sewer records
Foul and surface water drainage layout
Surface water drainage design
20.762 Page 3
1. INTRODUCTION
1.1 This surface water and foul water drainage scheme has been produced on behalf of
Mr and Mrs J Grace to address Condition 4 of the Planning Permission from Ribble
Valley Borough Council (Reference 3/2019/0952) for the erection of a replacement
dwelling at Old Hall Farm, West Bradford, BB7 4SN. A location plan is included within
Appendix A.
1.2 Condition 4 states the following:
No development shall commence until a surface water drainage scheme has been
submitted to and approved in writing by the Local Planning Authority. The drainage
scheme must include:
(i) An investigation of the hierarchy of drainage options in the National Planning
Practice Guidance (or any subsequent amendment thereof). The investigation
shall include evidence of an assessment of ground conditions and the potential
for infiltration of surface water;
(ii) A restricted rate of discharge of surface water agreed with the local planning
authority (if it is agreed that infiltration is discounted by the investigations);
and
(iii) A timetable for its implementation.
The approved scheme shall also be in accordance with the Non-Statutory Technical
Standards for Sustainable Drainage Systems (March 2015) or any subsequent
replacement national standards. The development hereby permitted shall be carried
out only in accordance with the approved drainage scheme.
1.3 This drainage scheme is to discharge Condition 4 of the planning approval. It describes
the existing site conditions and proposed development. It assesses the potential
impact of proposals on existing sewers and includes a proposed scheme for the
provision of new drainage to serve the proposed development.
20.762 Page 4
2. BASE INFORMATION
Existing site
2.1 The proposal relates to a roughly rectangular piece of land that lies within the
southern part of West Bradford.
2.2 Access to the site is from a private road off Chapel Lane, which is owned by the
applicant.
2.3 The site area is approx. 765m2 excluding the existing access road from Chapel Lane.
2.4 The site is a brownfield site and contains the existing residential dwelling that is to be
replaced.
2.5 A topographical survey has been carried out. Within the development site boundaries
the land has a slight fall towards the east.
Site geology
2.6 The online Soilscapes viewer has identified the geology of this parcel of land as freely
draining floodplain soils.
Understanding of existing drainage local to the site
2.7 United Utilities sewer records identify a 300mm diameter culverted watercourse lying
immediately beyond and parallel to the development site’s north eastern boundary.
The watercourse flows towards the southeast and discharges into the Moor Roads
Sike that lies approx. 80m from the development site.
2.8 United Utilities sewer records also identify a 150mm diameter public combined water
sewer within the private access road to the development site. The sewer flows to the
south and connects with the public combined sewer within Clitheroe Road.
2.9 The sewer records are included within Appendix B.
20.762 Page 5
2.10 The existing building has an onsite drainage system. Surface water is drained to the
culverted watercourse via an existing connection. Foul water is drained into the public
sewer via an existing connection.
Consultation with United Utilities
2.11 During the planning consultation period United Utilities stated that foul water could
drain into the public sewer system. Surface water runoff should drain in the most
sustainable way.
20.762 Page 6
3. PROPOSED DRAINAGE SCHEME
3.1 The proposed foul and surface water drainage layout is included within Appendix C.
Surface water drainage
3.2 In accordance with the National Standards for Sustainable Drainage, the drainage
scheme should incorporate the use of Sustainable Drainage (SuDS) where possible.
The approach promotes the use infiltration features in the first instance. If drainage
cannot be achieved solely through infiltration due to site conditions or contamination
risks, the preferred options are (in order of preference):
(i) a controlled discharge to a local waterbody or watercourse, or
(ii) a controlled discharge into the public sewer network (depending on availability
and capacity).
3.3 The rate and volume of discharge should strive to provide betterment and be
restricted to the pre-development values as far as practicable.
3.4 The online Soilscapes Viewer has identified the site lying in a region characterised by
freely draining floodplain soils. However, any soakaway has to be positioned a
minimum 5m from any building or road, and 2.5m from a boundary line. Unfortunately
due to the size of the site this is not possible to achieve and therefore a soakaway
cannot not be located within the site.
3.5 A culverted watercourse lies immediately beyond and parallel to the development
site’s north eastern boundary. The watercourse flows towards the southeast and
discharges into the Moor Roads Sike that lies approx. 80m from the development site.
3.6 The development is for a replacement single residential dwelling, and there is already
a surface water drainage connection from the existing developed site into the
culverted watercourse that lies immediately beyond and parallel to the development
site’s north eastern boundary. It is therefore intended that a surface water discharge
will be made into the culverted watercourse using the existing connection.
20.762 Page 7
3.7 To reduce the area of impermeable surfaces from the developed site draining to the
culverted watercourse, surface water from the private drive, paths and patios will be
allowed to runoff to channel drains or to adjacent areas of gravel filter strips or
planted beds where it will be allowed to soakaway or be taken up by plants or
evaporated.
3.8 The replacement building increases the roof area on the site and therefore the surface
water runoff from the building will be controlled to 5 l/s prior to discharge into the
culverted watercourse, using the existing connection.
3.9 A surface water drainage design has been carried out for all events up to the 100 year
critical rain storm plus 30% on stored volumes. The additional 30% is to allow for
climate change and has been included in the surface water volume. Attenuation is
provided within the proposed drainage network of pipes and manholes.
3.10 The surface water drainage design is included within Appendix D.
Foul Water Drainage
3.11 United Utilities has stated that foul water from the replacement dwelling can drain
into the public sewer system.
3.12 It is therefore intended that foul water from the developed site will be collected by a
piped system and a discharge made into the 150mm diameter public combined water
sewer that lies within the private access road to the development site, utilising the
existing connection.
20.762 Page 8
4. SUMMARY AND CONCLUSIONS
4.1 This surface water and foul water drainage scheme has been produced on behalf of
Mr and Mrs J Grace to address Condition 4 of the Planning Permission from Ribble
Valley Borough Council (Reference 3/2019/0952) for the erection of a replacement
dwelling at Old Hall Farm, West Bradford, BB7 4SN.
4.2 During the planning consultation period United Utilities stated that foul water could
drain into the public sewer system. Surface water runoff should drain in the most
sustainable way.
4.3 Due to the size of the site it is not possible for soakaway drainage to be located within
the site.
4.4 Surface water runoff from the building will be controlled to 5 l/s prior to discharge
into the culverted watercourse, using the existing connection.
4.5 Foul water from the developed site will discharge into the 150mm diameter public
combined water sewer that lies within the private access road to the development
site, utilising the existing connection.
APPENDIX A
LOCATION PLAN
APPENDIX B
Scale: 1:1294Date: 20/02/2020 SEWER RECORDS
Address or Site Reference: old hall farmPrinted by: Property Searches
The position of the underground apparatus shown on this plan is approximate only and is given in accordance with the best information currentlyavailable. United Utilities Water will not accept liability for any loss or damage caused by the actual position being different from those shown.
Crown copyright and database rights 2017 Ordnance Survey 100022432. Unauthorised reproduction will infringe these copyrights.
APPENDIX C
Peter Harrison Architects61C Main Street Addingham Near Ilkley Yorkshire LS29 0PD
Old Hall Farm, West Bradford Mr and Mrs J Grace
Topographic Survey with ground floor planSCALE DRWG. NO.
1:200 @ A1 October 2018 091801-03DO NOT SCALE FROM THIS DRAWING. FIGURED DIMENSIONS ONLY ARE TO BE USED. THIS DRAWING IS THE SOLE COPYRIGHT OF PETER HARRISON ARCHITECTS
T. 01756 748507 M. 07841 860027
REV
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WATER
S170
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4443
80N
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374500E
374520E
374540E
374560E
374560E
374580E
374580E
70.0
5
70.07
70.16
70.22
70.34
70.44
70.71
70.99
71.09
71.17
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70.93
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70.43
70.40
70.19
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70.13
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65.2565.31
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67.45
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65.04
65.23
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65.3
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68.12
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68.10 67.79
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68.19
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67.6
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66.84
68.79
66.4
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66.4
3
66.3
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66.9
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66.0
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65.23
65.01
66.00
65.54
65.04
66.4
7
66.3
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66.5
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64.09
64.0
7
64.0
2
64.0
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64.33
64.16
63.3
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63.3
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63.36
63.98
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63.8
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63.08
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63.7
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63.3
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63.2
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63.25
63.78
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63.9
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63.88
63.73
63.85
64.0
6
64.22
64.0
2
63.93
63.88 63.79
63.75
63.94
64.05
63.93
64.01
64.22
64.71
64.69
65.0364.83
65.47
65.70
65.80
65.61
65.46
64.96
64.96
64.56
64.25
64.13
64.00
64.13
64.34
64.71
64.86
65.37
65.59
65.09
65.29
65.43
64.57
64.33
64.1
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64.2
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66.3
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66.2
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63.11
63.13
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63.98
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64.0
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65.7
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65.8
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64.1
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POST & WIREH 1.0m
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15.10
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.56
Sitting Room
decorative stove
Utilityand cloaksboot room
ground floor WC
Living Room Kitchen
Study
larder
5150
7600
9000
fireplace
1000
0
north 6002
3777
2546
9700
1670
0
8450
7950
205 sq metres2210 sq feet
Garage
up to officewith en-suite
6515
9675
(garage to have electric vehicle charging point)
(garage to have electric vehicle charging point)
(garage to have electric vehicle charging point)
foul drainage to
adopted mains draiange
1
2
3 4
5HYDROBRAKE MANHOLE
6
CULVERTED WATERCOURSE
PUBLIC COMBINED SEWER
EXMH
EXMH
EXMH
PROPOSED DRAINAGE LAYOUT
SURFACE WATER
FOUL WATER
APPENDIX D
Reford Consul ng Engineers Ltd File: old hall farm v1.pfdNetwork: Storm NetworkBob Ford28/02/2020
Page 1
Flow v9.1 Copyright © 1988-2020 Causeway So ware Solu ons Limited
Design Se ngs
Rainfall MethodologyReturn Period (years)
Addi onal Flow (%)FSR Region
M5-60 (mm)Ra o-R
CVTime of Entry (mins)
FSR20England and Wales19.3000.2500.7505.00
Maximum Time of Concentra on (mins)Maximum Rainfall (mm/hr)
Minimum Velocity (m/s)Connec on Type
Minimum Backdrop Height (m)Preferred Cover Depth (m)
Include Intermediate GroundEnforce best prac ce design rules
30.0075.01.00Level So ts2.0000.350✓✓
Nodes
Name Area(ha)
T of E(mins)
CoverLevel(m)
Diameter(mm)
Depth(m)
123456
0.0100.0070.0040.0040.004
5.005.005.005.005.00
69.95069.95069.95069.95069.95069.950
450450100450
12001200
0.4600.6100.5100.6350.9101.410
Links
Name USNode
DSNode
Length(m)
ks (mm) /n
US IL(m)
DS IL(m)
Fall(m)
Slope(1:X)
Dia(mm)
T of C(mins)
Rain(mm/hr)
Name Vel(m/s)
Cap(l/s)
Flow(l/s)
USDepth
(m)
DSDepth
(m)
Σ Area(ha)
Σ AddIn ow
(l/s)
1.000 1 2 12.000 0.600 69.490 69.340 0.150 80.0 100 5.23 52.4
1.000 0.861 6.8 1.4 0.360 0.510 0.010 0.0
1.001 2 5 20.000 0.600 69.340 69.090 0.250 80.0 100 5.62 51.0
1.001 0.861 6.8 2.4 0.510 0.760 0.017 0.0
2.000 3 4 10.000 0.600 69.440 69.315 0.125 80.0 100 5.19 52.5
2.000 0.861 6.8 0.6 0.410 0.535 0.004 0.0
2.001 4 5 18.000 0.600 69.315 69.090 0.225 80.0 100 5.54 51.3
2.001 0.861 6.8 1.1 0.535 0.760 0.008 0.0
1.002 5 6 5.000 0.600 69.040 68.540 0.500 10.0 150 5.65 50.9
1.002 3.204 56.6 4.0 0.760 1.260 0.029 0.0
Simula on Se ngs
Rainfall MethodologyFSR Region
M5-60 (mm)Ra o-R
Summer CVWinter CV
FSREngland and Wales19.3000.2500.7500.840
Analysis SpeedSkip Steady State
Drain Down Time (mins)Addi onal Storage (m³/ha)
Check Discharge Rate(s)Check Discharge Volume
Normalx24020.0xx
Storm Dura ons15 30 60 120 180 240 360 480 600 720 960 1440
Reford Consul ng Engineers Ltd File: old hall farm v1.pfdNetwork: Storm NetworkBob Ford28/02/2020
Page 2
Flow v9.1 Copyright © 1988-2020 Causeway So ware Solu ons Limited
Return Period(years)
Climate Change(CC %)
Addi onal Area(A %)
Addi onal Flow(Q %)
130
100100
000
30
0000
0000
Node 5 Online Hydro-Brake® Control
Flap ValveReplaces Downstream Link
Invert Level (m)Design Depth (m)Design Flow (l/s)
x✓69.0400.9105.0
Objec veSump Available
Product NumberMin Outlet Diameter (m)
Min Node Diameter (mm)
(HE) Minimise upstream storage✓CTL-SHE-0107-5000-0910-50000.1501200
Reford Consul ng Engineers Ltd File: old hall farm v1.pfdNetwork: Storm NetworkBob Ford28/02/2020
Page 3
Flow v9.1 Copyright © 1988-2020 Causeway So ware Solu ons Limited
Results for 1 year Cri cal Storm Dura on. Lowest mass balance: 98.69%
Node Event USNode
Peak(mins)
Level(m)
Depth(m)
In ow(l/s)
NodeVol (m³)
Flood(m³)
Status
Link Event(Upstream Depth)
USNode
Link DSNode
Ou low(l/s)
Velocity(m/s)
Flow/Cap LinkVol (m³)
DischargeVol (m³)
15 minute winter 1 10 69.518 0.028 1.2 0.0167 0.0000 OK
15 minute winter 1 1.000 2 1.2 0.532 0.173 0.0264
15 minute winter 2 11 69.377 0.037 2.0 0.0145 0.0000 OK
15 minute winter 2 1.001 5 2.0 0.728 0.291 0.0553
15 minute winter 3 10 69.458 0.018 0.5 0.0029 0.0000 OK
15 minute winter 3 2.000 4 0.5 0.383 0.068 0.0121
15 minute winter 4 11 69.340 0.025 1.0 0.0070 0.0000 OK
15 minute winter 4 2.001 5 0.9 0.538 0.132 0.0393
15 minute winter 5 11 69.130 0.090 3.3 0.1092 0.0000 OK
15 minute winter 5 Hydro-Brake® 6 3.2 1.6
15 minute summer 6 1 68.540 0.000 2.9 0.0000 0.0000 OK
Reford Consul ng Engineers Ltd File: old hall farm v1.pfdNetwork: Storm NetworkBob Ford28/02/2020
Page 4
Flow v9.1 Copyright © 1988-2020 Causeway So ware Solu ons Limited
Results for 30 year Cri cal Storm Dura on. Lowest mass balance: 98.69%
Node Event USNode
Peak(mins)
Level(m)
Depth(m)
In ow(l/s)
NodeVol (m³)
Flood(m³)
Status
Link Event(Upstream Depth)
USNode
Link DSNode
Ou low(l/s)
Velocity(m/s)
Flow/Cap LinkVol (m³)
DischargeVol (m³)
15 minute winter 1 10 69.535 0.045 2.8 0.0266 0.0000 OK
15 minute winter 1 1.000 2 2.8 0.657 0.411 0.0646
15 minute winter 2 13 69.451 0.111 4.8 0.0433 0.0000 SURCHARGED
15 minute winter 2 1.001 5 4.6 0.739 0.681 0.1565
15 minute winter 3 11 69.467 0.027 1.1 0.0045 0.0000 OK
15 minute winter 3 2.000 4 1.1 0.485 0.163 0.0408
15 minute winter 4 13 69.397 0.082 2.2 0.0233 0.0000 OK
15 minute winter 4 2.001 5 2.2 0.529 0.323 0.1320
15 minute winter 5 13 69.390 0.350 7.9 0.4272 0.0000 SURCHARGED
15 minute winter 5 Hydro-Brake® 6 5.0 3.8
15 minute summer 6 1 68.540 0.000 5.0 0.0000 0.0000 OK
Reford Consul ng Engineers Ltd File: old hall farm v1.pfdNetwork: Storm NetworkBob Ford28/02/2020
Page 5
Flow v9.1 Copyright © 1988-2020 Causeway So ware Solu ons Limited
Results for 100 year Cri cal Storm Dura on. Lowest mass balance: 98.69%
Node Event USNode
Peak(mins)
Level(m)
Depth(m)
In ow(l/s)
NodeVol (m³)
Flood(m³)
Status
Link Event(Upstream Depth)
USNode
Link DSNode
Ou low(l/s)
Velocity(m/s)
Flow/Cap LinkVol (m³)
DischargeVol (m³)
15 minute winter 1 13 69.623 0.133 3.7 0.0789 0.0000 SURCHARGED
15 minute winter 1 1.000 2 3.6 0.683 0.538 0.0939
15 minute winter 2 13 69.606 0.266 6.2 0.1035 0.0000 SURCHARGED
15 minute winter 2 1.001 5 5.0 0.753 0.736 0.1565
15 minute winter 3 14 69.548 0.108 1.5 0.0178 0.0000 SURCHARGED
15 minute winter 3 2.000 4 1.5 0.516 0.218 0.0782
15 minute winter 4 14 69.548 0.233 3.0 0.0664 0.0000 SURCHARGED
15 minute winter 4 2.001 5 2.5 0.513 0.369 0.1408
15 minute winter 5 14 69.540 0.500 8.9 0.6093 0.0000 SURCHARGED
15 minute winter 5 Hydro-Brake® 6 5.0 5.0
15 minute summer 6 1 68.540 0.000 5.0 0.0000 0.0000 OK
Reford Consul ng Engineers Ltd File: old hall farm v1.pfdNetwork: Storm NetworkBob Ford28/02/2020
Page 6
Flow v9.1 Copyright © 1988-2020 Causeway So ware Solu ons Limited
Results for 100 year +30% CC Cri cal Storm Dura on. Lowest mass balance: 98.69%
Node Event USNode
Peak(mins)
Level(m)
Depth(m)
In ow(l/s)
NodeVol (m³)
Flood(m³)
Status
Link Event(Upstream Depth)
USNode
Link DSNode
Ou low(l/s)
Velocity(m/s)
Flow/Cap LinkVol (m³)
DischargeVol (m³)
30 minute winter 1 23 69.911 0.421 4.0 0.2503 0.0000 FLOOD RISK
30 minute winter 1 1.000 2 3.4 0.666 0.505 0.0939
30 minute winter 2 23 69.898 0.558 6.0 0.2169 0.0000 FLOOD RISK
30 minute winter 2 1.001 5 4.5 0.737 0.665 0.1565
30 minute winter 3 24 69.852 0.412 1.6 0.0681 0.0000 FLOOD RISK
30 minute winter 3 2.000 4 1.5 0.510 0.218 0.0782
30 minute winter 4 24 69.851 0.536 3.0 0.1528 0.0000 FLOOD RISK
30 minute winter 4 2.001 5 2.3 0.525 0.339 0.1408
30 minute winter 5 24 69.843 0.803 7.9 0.9784 0.0000 FLOOD RISK
30 minute winter 5 Hydro-Brake® 6 5.0 9.1
15 minute summer 6 1 68.540 0.000 5.0 0.0000 0.0000 OK