Site 7C, Edgar Mobbs Way, Northampton Flood Risk ...
Transcript of Site 7C, Edgar Mobbs Way, Northampton Flood Risk ...
Site 7C, Edgar Mobbs Way, Northampton
Flood Risk & Drainage Statement
Document Ref: EMW-BWB-HDG-XX-RP-D-003-S1-P2
Site 7C is a forthcoming development for Brackley Developments Ltd, located on Edgar Mobbs
Way in Northampton. This document has been prepared to support a Reserved Matters
application for four commercial units, as illustrated on Stephen George & Partners drawing
Waste Transfer Facility Site Layout 14-137-C001. The development area is approximately 1.1
hectares.
1. For the original drainage strategy approved under the Outline Planning permission, please
refer to the Nolan Associates drainage strategy document, dated December 2015, as
contained in the Planning application - N/2016/0015.
2. Floodplain mapping obtained from the Environment Agency website indicates that most of
the site is in Flood Zone 1, but with a small encroachment of Flood Zone 2 on the eastern site
boundary. See Figure 1 below.
Figure 1 – EA Floodplain Mapping Source: https://flood-map-for-planning.service.gov.uk on 5th July 2017
3. As set out in the approved Outline Planning drainage statement prepared by Nolan
Associates, flood water levels surrounding the site were obtained from the Environment
Agency, and it was concluded that no building floor level should be lower than 61.42m AOD
(which is 300mm higher than the 1 in 1000 flood plain level). The lowest building level for the
proposed development at Site 7C is 62.825m AOD. Therefore the proposed development is
sufficiently protected from flooding of the surrounding area.
4. The originally submitted outline planning proposal indicated surface water discharge to the
River Nene, however this was before Site 7C had been split into separate parcels. The
discharge route would now require access across third party land. Due to this, BWB met with
Tony Heath and Andrew Buckley of Anglian Water on 7th June 2017, where an agreement in-
principle was reached to discharge surface water runoff from the site to what at the time was
the final section of a highway drain network, which then connected to the Anglian Water
public sewer. Anglian Water have since agreed to a Section 102 Agreement with the sewer
being adopted by Anglian Water on 3rd January 2018.
5. The site area is 1.1 hectares, with an approximate impermeable area of 7,350m² contributing
to surface water runoff. Run-off from the site in a ‘greenfield’ state would produce a QBAR
rate of 2.9 lit/sec. However, due to how the low flow would correlate to a small diameter
control size, and the maintenance/blockage issues which come with small control diameters,
a discharge rate of 5 lit/sec is proposed, which is accepted in the industry as an appropriate
minimum flow rate to avoid maintenance/blockage issues.
6. A discharge restriction of 5 lit/sec maximum discharge from the site was also agreed upon
with Anglian Water. In order to achieve this discharge rate, a below ground attenuation tank
and flow control device will be situated within the site.
7. Foul water will discharge as originally indicated in the Outline drainage strategy to the public
sewer in Edgar Mobbs Way. A foul penstock within the site will be installed to enable isolation
of the yard areas of the site from the external drainage network in the event of a fire requiring
firefighting measures.
8. Both surface and foul water connections will be made under S106 of the water industry act
1990, and with agreement from Anglian Water.
9. The proposed drainage strategy drawing is contained within Appendix A for information.
10. Advice from Northamptonshire County Council, who are the Lead Local Flood Authority,
indicated that there is a requirement to ensure that all surface water runoff up to a 1 in 200
year storm event is contained on site including an allowance for climate change. To this end
the drainage network and site levels have been designed to contain and flooding up to this
storm event within the site.
11. The attached Microdrainage WinDes storm simulations set out in Appendix B show the critical
storm event for the drainage and flow control is indicated as a 360 minute storm event.
Following Ciria C753 Guidance all critical storm events over 30 minute will be reviewed using
FEH data, as these storm events have a larger bearing on storage volumes whereas all critical
storm events of 30 minute or less will primarily rely upon FSR data. Additionally it should be
noted that using a rural runoff calculation it can be shown that the existing greenfield site
would have a discharge rate of 12 lit/sec for a 200 year storm event. As a result, the proposed
discharge from site at 5 lit/sec to the Anglian Water sewer system would be a 7 lit/sec
reduction, and as a result discharge from the site is significantly reduced from the existing 200
year storm event rate.
12. The Microdrainage results show there is some minor flooding during the 100 year storm event
and slightly more flooding (circa 80m3) during the 200 year storm event. Flooding within the
site during these extreme storms is to be expected and the anticipated volumes of flooding
would be contained within the car park and refuse vehicle parking areas. The flooding would
then re-enter the drainage network once the peak storm has passed.
13. Prior to considering a gravity storm water connection to the existing public sewer, infiltration
methods were reviewed. However, due to the underlying Made Ground and contaminants,
infiltration methods were ruled out to avoid leaching of contaminants. This approach is
consistent with the drainage strategy approved under the Outline Planning permission.
14. Where possible, we have tried to incorporate SuDs features within the site drainage scheme.
Filter drains will be situated along the northern site boundary and all surface water chambers
will be catchpits to help ensure fine particle settlement prior to entry into the drainage
network. High risk areas are treated separately to the surrounding yard. Cut off drains will be
installed at the level access door to the Waste transfer building with silt traps to enable spills
within the building to be contained. The fuel bay has cut off drains draining this area to a
forecourt separator prior to discharge into the foul network. The wash down area will pass
through a wash down separator prior to discharging into the foul network. It will be possible to
isolate these areas in the event of firefighting through the use of a penstock downstream of
the yard area.
15. All surface water drainage from the service yard will pass through a full retention separator
prior to mixing with roof runoff. All parking and RCV standing areas will pass through a full
retention separator prior to mixing with roof runoff. This means that the all external surface
water run-off will pass through a full retention separator to reduce risk from oil spills or
hydrocarbon contamination.
16. A hydraulic model of the proposed drainage network has been produced in Microdrainage
WinDES software. The model indicates that the development drainage network and storage
has been sized to ensure no flooding leaves site in any storm event up to and including the 1
in 200 year event or the 1:100yr plus 20% for Climate Change.
17. In summary, the above drainage strategy demonstrates that an effective level of treatment
for the surface water drainage has been adopted for the site and appropriately designed
storage facilities for storm water prevents flooding to third party land or the proposed new
buildings. Flood risk from the surrounding floodplain has no effect on the development due to
the 1m level difference between the proposed buildings and the 1 in 1000 year flood level.
BWB Consulting Ltd
16th October 2017
Appendix A
EMW-BWB-XX-XX-DR-D-500_Proposed Drainage Strategy
Car Parking - 44 spaces
RCV Parking
6 spaces
R
e
t
a
i
n
i
n
g
W
a
l
l
Retaining
Wall
Retaining Wall
Retaining W
all
Waste Transfer Building
Water
Tank
Pum
p
House
Office/W
elfare Building
(Supplied and installed by Veolia)
Washbay
Weighbridge
RCV Parking - 15 spaces
Weighbridge
Cycles
T
a
n
k
s
F
u
e
l
b
a
y
RCV Parking
3 spaces
225m
m Ø
AW 0151
CL 60.42
IL 58.60
AW 9100
CL 63.660
IL 60.215
S05 (R.E)
CL 62.785
IL 61.735 (150Ø)
Filter Drain 150Ø @ 1:150>>
EX
CL 60.67
IL 59.02
1
5
0
Ø
@
1
:
3
0
>
>
CL 60.80
IL 59.375
1
5
0
Ø
@
1
:
1
7
1
>
>
SURFACE WATER
CONNECTION TO EXISTING
HIGHWAY MH
SECTION OF EXISTING
HIGHWAY DRAIN TO BE
ADOPTED BY ANGLIAN
WATER UNDER A S102
AGREEMENT
CONNECTION TO EXISTING
FOUL STUB. PRECISE
POSITION AND LEVEL OF TO
BE CONFIRMED ON SITE
BEFORE WORKS COMMENCE.
FINDINGS TO BE REPORTED
TO BWB FOR CONSIDERATION.
CONTRACTOR TO APPLY FOR
SECTION 106 APPLICATION
FOR FOUL CONNECTION. NOTE
APPROVAL CAN TAKE 28 DAYS
FROM RECEIPT OF
APPLICATION
CONTRACTOR TO APPLY FOR
SECTION 106 APPLICATION
FOR STORM CONNECTION.
NOTE APPROVAL CAN TAKE 28
DAYS FROM RECEIPT OF
APPLICATION
Linear drain situated
at boundary of
adopted highway
S01
1200ØPCC CATCHPIT
CL 62.935
IL 61.585 (150Ø)
F9
1200ØPCC
CL 62.000
IL 59.500(150Ø)
150Ø @ 1:75>>
S04
1050ØPCC CATCHPIT
CL 62.790
IL 61.310 (150Ø)
S14
1200ØPCC CATCHPIT
CL 61.95
IL 59.950(150Ø)
PENSTOCK OR
SHUT-OFF VALVE
FITTED TO OUTLET
PIPE
Pop-Up positions
TBC
63
.0
23
S02
1200ØPCC CATCHPIT
CL 62.840
IL 60.795(150Ø)
IL 60.720(225Ø)
S06
1200ØPCC CATCHPIT
CL 62.805
IL 60.660(225Ø)
S12
1200Ø PCC CATCHPIT
CL 62.740
IL 61.180(225Ø)
PENSTOCK OR SHUT
OFF VALVE TO ISOLATE
YARD DRAINAGE
[AB]
[OB]
Pop-Up positions
TBC
Full
retention
separator
Full
retention
separator
Separator for vehicle
washdown area
Petrol forecourt separator
for fuel bay area
Fuel area sump unit
for silt collection
S09
1200Ø PCC CATCHPIT
CL 61.975
IL 60.670 (150Ø)
Linear drain [F900]
S07
1200ØPCC CATCHPIT
CL 62.725
IL 60.300(225Ø)
IL 60.225(300Ø)
S10
1200ØPCC CATCHPIT
CL 62.125
IL 60.655(225Ø)
S08
1200ØPCC CATCHPIT
CL 62.235
IL 60.450(150Ø)
IL 60.375(225Ø)
S03
1200ØPCC CATCHPIT
CL 62.810
IL 60.715(375Ø)
F1
1200ØPCC
CL 62.890
IL 61.540(150Ø)
F2
1200ØPCC
CL 62.795
IL 61.420(150Ø)
F3
1200ØPCC
CL 62.795
IL 61.155(150Ø)
F4
1200ØPCC
CL 62.685
IL 60.980(150Ø)
F5
PENSTOCK
1200ØPCC
CL 62.580
IL 60.850(150Ø)
150Ø @ 1:133>>
1
5
0
Ø
@
1
:
1
3
3
>
>
1
5
0
Ø
@
1
:
1
3
3
>
>
150Ø @ 1:133>>
150Ø
@
1:1
33>
>
1
5
0
Ø
@
1
:
1
1
>
>
150Ø
@
1:1
50>
>
Hydro-brake
flow control.
Limited to 5l/s
S13 (Control Chamber)
1200ØPCC CATCHPIT
CL 62.020
IL 60.000(150Ø)
500m³
CL 62.040
TOT 61.000
IL 60.000
Channel drain [D400]
Ch
an
ne
l d
ra
in
[D
40
0]
Mo
no
lith
ic
ro
ad
d
ra
in
[F
90
0]
Lin
ea
r d
ra
in
[F
90
0]
F6
1200ØPCC
CL 62.295
IL 60.750(150Ø)
F7
1200ØPCC
CL 62.620
IL 61.315(150Ø)
F8
1200ØPCC
CL 62.765
IL 61.415(150Ø)
S11
1200ØPCC CATCHPIT
CL 62.520
IL 60.160(300Ø)
Silt trap
22
5Ø
@
1
:1
67
>>
150Ø
@
1:150>
>
15
0Ø
@
1
:1
50
>>
<
<
150Ø
@
1:150
<
<
2
2
5
Ø
@
1
:5
0
<<225Ø @ 1:167
225Ø @ 1:39>>
30
0Ø
@ 1
:2
38
>>
22
5Ø
@
1
:1
67
>>
1
5
0
Ø
@
1
:
3
4
>
>
1
5
0
Ø
@
1
:1
3
3
>
>
Storage volume subject to
confirmation. Must ensure
1:200 yr storm event is
stored on-site
Linear drain [F900]
Fuel area cut off
drain
EXISTING PUBLIC SURFACE WATER SEWER (ANGLIAN WATER)
EXISTING HIGHWAY SURFACE WATER SEWER (NORTHAMPTONSHIRE COUNTY COUNCIL)
PROPOSED PRIVATE SURFACE WATER DRAIN
PROPOSED FILTER DRAIN WITH IMPERMEABLE LINER
PROPOSED CHANNEL DRAINAGE
EXISTING FOUL WATER SEWER
PROPOSED FOUL WATER DRAIN
PROPOSED CLASS 1 BYPASS INTERCEPTOR
PROPOSED SURFACE WATER MH
PROPOSED FOUL MH
PROPOSED FILTER DRAIN MH
PROPOSED GULLY
KEY:
Project - Originator - Zone - Level - Type - Role - Number Status RevDrawing Status
Drawing TitleProject TitleClient
BWB Ref: Date: Scale@A1:
Drawn: Reviewed:
Rev Date RevDrw
ISSUES & REVISIONS
Details of issue / revision
CONSULTANCY | ENVIRONMENTINFRASTRUCTURE | BUILDINGS
Manchester | 0161 233 4260
Nottingham | 0115 924 1100
Leeds | 0113 233 8000
London | 020 7234 9122
Birmingham | 0121 233 3322
www.bwbconsulting.com© Copyright BWB Consulting Ltd
S8EMW-BWB-DDG-XX-DR-C-500 P1PLANNING
PROPOSED DRAINAGE
STRATEGY
EDGAR MOBBS WAY
NORTHAMPTON
R. Stacey K. James
NTH 2325 1:25027.06.17
1. Do not scale this drawing. All dimensions must be checked/ verified
on site. If in doubt ask.
2. This drawing is to be read in conjunction with all relevant architects,
engineers and specialists drawings and specifications.
3. All dimensions in millimetres unless noted otherwise. All levels in
metres unless noted otherwise.
4. Any discrepancies noted on site are to be reported to the engineer
immediately.
Notes Key Plan
Y:\NTH\NTH2325_Edgar Mobbs Way, Northampton\02. Project Delivery\01. WIP\Drawings\EMW-BWB-DDG-XX-DR-C-500_Drainage strategy D2 T5.dwg
Notes
1. Do not scale this drawing. All dimensions must be checked/ verified
on site. If in doubt ask.
2. This drawing is to be read in conjunction with all relevant architects,
engineers and specialists drawings and specifications.
3. All dimensions in millimetres unless noted otherwise. All levels in
metres unless noted otherwise.
4. Any discrepancies noted on site are to be reported to the engineer
immediately.
AP
PR
OX
Drainage Notes
1. All adoptable surface and foul water drainage works to be carried
out in strict accordance with 'Sewers for Adoption 7th edition' and
any specific requirements of the adopting authority.
2. All adoptable highway drainage works to be carried out in strict
accordance with the Local Highway Authority requirements and the
DfT MCHW specification for highway works.
3. All private drainage works are to be carried out in accordance with
Building Regulations Part H, BS EN 752, the Civil Engineering
Specification for the Water Industry and, where provided, the BWB
Drainage Specification.
4. Where applicable the contractor shall allow free and full access to
the drainage works for the local authority, highway authority,
drainage authority or the overseeing organisation.
5. The exact position, level, line, size and use of existing drainage is to
be confirmed on site. Any discrepancies to be reported to the
engineer prior to the commencement of works.
6. For new connections to existing manholes, existing benching is to be
broken out and reformed to suit. Concrete/brick surround to be made
good.
7. All temporary works associated with the construction of the drainage
works shall be the responsibility of the contractor, including the
protection of any uncovered/shallow pipework against construction
traffic.
8. The Contractor is responsible for obtaining and paying for all
necessary permissions to enable construction of the works to be
undertaken, including but not limited to licences for street works and
connections to existing sewers. This includes Section 106
applications when connecting directly or indirectly to the public
sewerage network (complete application to be made at least 3
weeks prior to the planned outfall construction works).
9. Any damage caused to existing footways, roads or other third party
property to be made good.
10. Under roads and external paved areas all materials within 450mm of
finished levels to be non-frost susceptable. Reinstatements shall be
undertaken in accordance with the BWB standard detail.
11. All proposed chamber covers are to be marked permanently with
“SWS” (or equiv.) on surface water sewers and “FWS” (or equiv.) on
foul sewers. all covers to be in accordance with BS EN 124.
12. Unless noted otherwise, all lateral connections are to be installed
with level soffits to the diameters and gradients shown on the layout
drawing. Any pipe bends should be provided to suit the direction of
flow & no pipework should be downsized in the direction of flow.
13. The number and location of all RWPs is shown indicatively only. To
be confirmed by Architect / M&E contractor prior to commencement
of works.
14. Foul water 'pop up positions' are shown indicatively only, to be
confirmed by the Architect / M&E contractor prior to commencement
of works. Refer to Architect plans for setting out of internal foul pop
up positions.
15. All RWPs and SVPs to be fitted with rodable access plates. All foul
drains to have rodable access.
16. Above ground drainage details to be designed/confirmed by the
Architect/M&E contractor, including ventilation of the foul drainage
system.
17. Proposed drainage passing through new foundations to be sleeved
with cast-in oversized pipework.
18. All specialist/proprietary products such as separators, attenuation
tanks, channel drains, soakaways, package pumping station and
water treatment units to be installed as per the manufacturer's
installation details and specifications.
S12
Contractor to review and action
the project CDM Risk Register
and the Remediation Strategy,
with specific reference to
ground related risks.
Caution
C1
P1 16.10.18 Updated to Waste Transfer Facility site plan RDSMC
Appendix B
Microdrainage WinDES Calculations
BWB Consulting Ltd Page 15th Floor, Waterfront House Edgar Mobbs Way35 Station StreetNottingham, NG2 3DQDate 17/10/2018 13:12 Designed by david.grayFile EDGAR MOBBS FEH 16.10.18.MDX Checked byXP Solutions Network 2017.1.2
STORM SEWER DESIGN by the Modified Rational Method
Design Criteria for Storm
©1982-2017 XP Solutions
Pipe Sizes STANDARD Manhole Sizes STANDARD
FEH Rainfall ModelReturn Period (years) 200FEH Rainfall Version 1999
Site Location GB 473950 260050 SP 73950 60050C (1km) -0.026D1 (1km) 0.332D2 (1km) 0.266D3 (1km) 0.268E (1km) 0.306F (1km) 2.527
Maximum Rainfall (mm/hr) 50Maximum Time of Concentration (mins) 30
Foul Sewage (l/s/ha) 0.000Volumetric Runoff Coeff. 0.750
PIMP (%) 100Add Flow / Climate Change (%) 0Minimum Backdrop Height (m) 0.200Maximum Backdrop Height (m) 1.500
Min Design Depth for Optimisation (m) 1.200Min Vel for Auto Design only (m/s) 1.00Min Slope for Optimisation (1:X) 500
Designed with Level Soffits
Time Area Diagram for Storm
Time(mins)
Area(ha)
Time(mins)
Area(ha)
Time(mins)
Area(ha)
0-4 0.320 4-8 0.410 8-12 0.005
Total Area Contributing (ha) = 0.735
Total Pipe Volume (m³) = 11.207
Network Design Table for Storm
« - Indicates pipe capacity < flow
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
S1.000 36.462 0.243 150.0 0.039 5.00 0.0 0.600 o 150 Pipe/ConduitS1.001 28.002 0.187 150.0 0.039 0.00 0.0 0.600 o 150 Pipe/ConduitS1.002 17.679 0.118 149.8 0.000 0.00 0.0 0.600 o 150 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
S1.000 50.00 5.74 61.735 0.039 0.0 0.0 0.0 0.82 14.5 5.3S1.001 50.00 6.31 61.351 0.078 0.0 0.0 0.0 0.82 14.5 10.6S1.002 50.00 6.67 60.977 0.078 0.0 0.0 0.0 0.82 14.5 10.6
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Network Design Table for Storm
©1982-2017 XP Solutions
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
S1.003 12.992 0.087 149.3 0.000 0.00 0.0 0.600 o 150 Pipe/Conduit
S2.000 29.816 0.199 149.8 0.039 5.00 0.0 0.600 o 150 Pipe/ConduitS2.001 29.816 0.199 149.8 0.039 0.00 0.0 0.600 o 150 Pipe/Conduit
S1.004 9.974 0.060 166.2 0.000 0.00 0.0 0.600 o 225 Pipe/ConduitS1.005 13.774 0.082 167.0 0.000 0.00 0.0 0.600 o 225 Pipe/Conduit
S3.000 32.541 0.217 150.0 0.051 5.00 0.0 0.600 o 150 Pipe/Conduit
S4.000 7.185 0.043 167.1 0.106 5.00 0.0 0.600 o 225 Pipe/ConduitS4.001 14.021 0.084 167.0 0.065 0.00 0.0 0.600 o 225 Pipe/Conduit
S3.001 12.739 0.076 167.6 0.047 0.00 0.0 0.600 o 225 Pipe/Conduit
S1.006 15.351 0.051 300.0 0.061 0.00 0.0 0.600 o 300 Pipe/Conduit
S5.000 12.299 0.074 167.0 0.249 5.00 0.0 0.600 o 225 Pipe/ConduitS5.001 33.060 0.198 167.0 0.000 0.00 0.0 0.600 o 225 Pipe/Conduit
S1.007 8.051 0.027 300.0 0.000 0.00 0.0 0.600 o 375 Pipe/ConduitS1.008 10.851 0.036 301.4 0.000 0.00 0.0 0.600 o 375 Pipe/ConduitS1.009 7.475 0.050 149.5 0.000 0.00 0.0 0.600 o 150 Pipe/ConduitS1.010 27.994 0.187 149.7 0.000 0.00 0.0 0.600 o 150 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
S1.003 50.00 6.94 60.859 0.078 0.0 0.0 0.0 0.82 14.5 10.6
S2.000 50.00 5.61 61.585 0.039 0.0 0.0 0.0 0.82 14.5 5.3S2.001 50.00 6.21 61.187 0.078 0.0 0.0 0.0 0.82 14.5 10.6
S1.004 50.00 7.10 60.697 0.156 0.0 0.0 0.0 1.01 40.2 21.1S1.005 50.00 7.33 60.637 0.156 0.0 0.0 0.0 1.01 40.1 21.1
S3.000 50.00 5.66 60.625 0.051 0.0 0.0 0.0 0.82 14.5 6.9
S4.000 50.00 5.12 60.700 0.106 0.0 0.0 0.0 1.01 40.1 14.4S4.001 50.00 5.35 60.657 0.171 0.0 0.0 0.0 1.01 40.1 23.2
S3.001 50.00 5.87 60.408 0.269 0.0 0.0 0.0 1.01 40.0 36.4
S1.006 50.00 7.61 60.332 0.486 0.0 0.0 0.0 0.90 63.8« 65.8
S5.000 50.00 5.20 61.225 0.249 0.0 0.0 0.0 1.01 40.1 33.7S5.001 50.00 5.75 61.151 0.249 0.0 0.0 0.0 1.01 40.1 33.7
S1.007 50.00 7.74 60.129 0.735 0.0 0.0 0.0 1.04 115.0 99.5S1.008 50.00 7.92 60.102 0.735 0.0 0.0 0.0 1.04 114.7 99.5S1.009 50.00 8.07 60.003 0.735 0.0 0.0 0.0 0.82 14.5« 99.5S1.010 50.00 8.64 59.950 0.735 0.0 0.0 0.0 0.82 14.5« 99.5
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PIPELINE SCHEDULES for Storm
Upstream Manhole
©1982-2017 XP Solutions
PN HydSect
Diam(mm)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
S1.000 o 150 S05 62.600 61.735 0.715 Open Manhole 1200S1.001 o 150 S04A 62.600 61.351 1.099 Open Manhole 1200S1.002 o 150 S04 62.790 60.977 1.663 Open Manhole 1200S1.003 o 150 S03 62.785 60.859 1.776 Open Manhole 1200
S2.000 o 150 S01 62.935 61.585 1.200 Open Manhole 1200S2.001 o 150 S6 62.935 61.187 1.598 Open Manhole 1200
S1.004 o 225 S02 62.840 60.697 1.918 Open Manhole 1200S1.005 o 225 S6 62.725 60.637 1.863 Open Manhole 1200
S3.000 o 150 S09 61.900 60.625 1.125 Open Manhole 1200
S4.000 o 225 SACO 61.990 60.700 1.065 Open Manhole 1200S4.001 o 225 S10 62.235 60.657 1.353 Open Manhole 1200
S3.001 o 225 S08 62.235 60.408 1.602 Open Manhole 1200
S1.006 o 300 S7 62.900 60.332 2.268 Open Manhole 1200
S5.000 o 225 SACO 62.680 61.225 1.230 Open Manhole 1200S5.001 o 225 S12 62.740 61.151 1.364 Open Manhole 1200
S1.007 o 375 S11 62.575 60.129 2.071 Open Manhole 1350S1.008 o 375 S12 Attenuation 62.470 60.102 1.993 Open Manhole 1350
Downstream Manhole
PN Length(m)
Slope(1:X)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
S1.000 36.462 150.0 S04A 62.600 61.492 0.958 Open Manhole 1200S1.001 28.002 150.0 S04 62.790 61.164 1.476 Open Manhole 1200S1.002 17.679 149.8 S03 62.785 60.859 1.776 Open Manhole 1200S1.003 12.992 149.3 S02 62.840 60.772 1.918 Open Manhole 1200
S2.000 29.816 149.8 S6 62.935 61.386 1.399 Open Manhole 1200S2.001 29.816 149.8 S02 62.840 60.988 1.702 Open Manhole 1200
S1.004 9.974 166.2 S6 62.725 60.637 1.863 Open Manhole 1200S1.005 13.774 167.0 S7 62.900 60.555 2.120 Open Manhole 1200
S3.000 32.541 150.0 S08 62.235 60.408 1.677 Open Manhole 1200
S4.000 7.185 167.1 S10 62.235 60.657 1.353 Open Manhole 1200S4.001 14.021 167.0 S08 62.235 60.573 1.437 Open Manhole 1200
S3.001 12.739 167.6 S7 62.900 60.332 2.343 Open Manhole 1200
S1.006 15.351 300.0 S11 62.575 60.281 1.994 Open Manhole 1350
S5.000 12.299 167.0 S12 62.740 61.151 1.364 Open Manhole 1200S5.001 33.060 167.0 S11 62.575 60.953 1.397 Open Manhole 1350
S1.007 8.051 300.0 S12 Attenuation 62.470 60.102 1.993 Open Manhole 1350S1.008 10.851 301.4 S13 Flow Control 62.000 60.066 1.559 Open Manhole 1350
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PIPELINE SCHEDULES for Storm
Upstream Manhole
©1982-2017 XP Solutions
PN HydSect
Diam(mm)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
S1.009 o 150 S13 Flow Control 62.000 60.003 1.847 Open Manhole 1350S1.010 o 150 S14 61.950 59.950 1.850 Open Manhole 1200
Downstream Manhole
PN Length(m)
Slope(1:X)
MHName
C.Level(m)
I.Level(m)
D.Depth(m)
MHConnection
MH DIAM., L*W(mm)
S1.009 7.475 149.5 S14 61.950 59.953 1.847 Open Manhole 1200S1.010 27.994 149.7 S 60.560 59.763 0.647 Open Manhole 0
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Area Summary for Storm
©1982-2017 XP Solutions
PipeNumber
PIMPType
PIMPName
PIMP(%)
GrossArea (ha)
Imp.Area (ha)
Pipe Total(ha)
1.000 - - 100 0.039 0.039 0.0391.001 - - 100 0.039 0.039 0.0391.002 - - 100 0.000 0.000 0.0001.003 - - 100 0.000 0.000 0.0002.000 - - 100 0.039 0.039 0.0392.001 - - 100 0.039 0.039 0.0391.004 - - 100 0.000 0.000 0.0001.005 - - 100 0.000 0.000 0.0003.000 - - 100 0.051 0.051 0.0514.000 - - 100 0.106 0.106 0.1064.001 - - 100 0.065 0.065 0.0653.001 - - 100 0.047 0.047 0.0471.006 - - 100 0.061 0.061 0.0615.000 - - 100 0.249 0.249 0.2495.001 - - 100 0.000 0.000 0.0001.007 - - 100 0.000 0.000 0.0001.008 - - 100 0.000 0.000 0.0001.009 - - 100 0.000 0.000 0.0001.010 - - 100 0.000 0.000 0.000
Total Total Total0.735 0.735 0.735
Simulation Criteria for Storm
Volumetric Runoff Coeff 0.750 Additional Flow - % of Total Flow 0.000Areal Reduction Factor 1.000 MADD Factor * 10m³/ha Storage 2.000
Hot Start (mins) 0 Inlet Coeffiecient 0.800Hot Start Level (mm) 0 Flow per Person per Day (l/per/day) 0.000
Manhole Headloss Coeff (Global) 0.500 Run Time (mins) 60Foul Sewage per hectare (l/s) 0.000 Output Interval (mins) 1
Number of Input Hydrographs 0 Number of Offline Controls 0 Number of Time/Area Diagrams 0Number of Online Controls 1 Number of Storage Structures 3 Number of Real Time Controls 0
Synthetic Rainfall Details
Rainfall Model FSR Profile Type SummerReturn Period (years) 200 Cv (Summer) 0.750
Region England and Wales Cv (Winter) 0.840M5-60 (mm) 20.800 Storm Duration (mins) 30
Ratio R 0.450
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Online Controls for Storm
©1982-2017 XP Solutions
Hydro-Brake® Optimum Manhole: S13 Flow Control, DS/PN: S1.009, Volume (m³): 3.9
Unit Reference MD-SHE-0092-5000-2000-5000Design Head (m) 2.000
Design Flow (l/s) 5.0Flush-Flo™ CalculatedObjective Minimise upstream storage
Application SurfaceSump Available YesDiameter (mm) 92
Invert Level (m) 60.003Minimum Outlet Pipe Diameter (mm) 150Suggested Manhole Diameter (mm) 1200
Control Points Head (m) Flow (l/s) Control Points Head (m) Flow (l/s)
Design Point (Calculated) 2.000 5.0 Kick-Flo® 0.816 3.3Flush-Flo™ 0.398 4.1 Mean Flow over Head Range - 3.9
The hydrological calculations have been based on the Head/Discharge relationship for the Hydro-Brake®Optimum as specified. Should another type of control device other than a Hydro-Brake Optimum® beutilised then these storage routing calculations will be invalidated
Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s)
0.100 2.9 0.800 3.4 2.000 5.0 4.000 6.9 7.000 9.00.200 3.8 1.000 3.6 2.200 5.2 4.500 7.3 7.500 9.30.300 4.1 1.200 3.9 2.400 5.4 5.000 7.7 8.000 9.60.400 4.1 1.400 4.2 2.600 5.6 5.500 8.0 8.500 9.90.500 4.1 1.600 4.5 3.000 6.0 6.000 8.4 9.000 10.20.600 4.0 1.800 4.8 3.500 6.5 6.500 8.7 9.500 10.4
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Storage Structures for Storm
©1982-2017 XP Solutions
Filter Drain Manhole: S05, DS/PN: S1.000
Infiltration Coefficient Base (m/hr) 0.00000 Pipe Diameter (m) 0.225Infiltration Coefficient Side (m/hr) 0.00000 Pipe Depth above Invert (m) 0.000
Safety Factor 2.0 Number of Pipes 1Porosity 0.30 Slope (1:X) 150.0
Invert Level (m) 61.735 Cap Volume Depth (m) 0.000Trench Width (m) 0.5 Cap Infiltration Depth (m) 0.000Trench Length (m) 40.0
Filter Drain Manhole: S04A, DS/PN: S1.001
Infiltration Coefficient Base (m/hr) 0.00000 Pipe Diameter (m) 0.225Infiltration Coefficient Side (m/hr) 0.00000 Pipe Depth above Invert (m) 0.000
Safety Factor 2.0 Number of Pipes 1Porosity 0.30 Slope (1:X) 150.0
Invert Level (m) 61.475 Cap Volume Depth (m) 0.000Trench Width (m) 0.5 Cap Infiltration Depth (m) 0.000Trench Length (m) 37.5
Cellular Storage Manhole: S13 Flow Control, DS/PN: S1.009
Invert Level (m) 60.003 Safety Factor 2.0Infiltration Coefficient Base (m/hr) 0.00000 Porosity 1.00Infiltration Coefficient Side (m/hr) 0.00000
Depth (m) Area (m²) Inf. Area (m²) Depth (m) Area (m²) Inf. Area (m²)
0.000 500.0 0.0 1.001 0.0 0.01.000 500.0 0.0 2.368 0.0 0.0
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100 year Return Period Summary of Critical Results by Maximum Level (Rank 1) for Storm
©1982-2017 XP Solutions
Simulation CriteriaAreal Reduction Factor 1.000 Additional Flow - % of Total Flow 0.000
Hot Start (mins) 0 MADD Factor * 10m³/ha Storage 2.000Hot Start Level (mm) 0 Inlet Coeffiecient 0.800
Manhole Headloss Coeff (Global) 0.500 Flow per Person per Day (l/per/day) 0.000Foul Sewage per hectare (l/s) 0.000
Number of Input Hydrographs 0 Number of Offline Controls 0 Number of Time/Area Diagrams 0Number of Online Controls 1 Number of Storage Structures 3 Number of Real Time Controls 0
Synthetic Rainfall DetailsRainfall Model FEH D3 (1km) 0.268
FEH Rainfall Version 1999 E (1km) 0.306Site Location GB 473950 260050 SP 73950 60050 F (1km) 2.527
C (1km) -0.026 Cv (Summer) 0.750D1 (1km) 0.332 Cv (Winter) 0.840D2 (1km) 0.266
Margin for Flood Risk Warning (mm) 300.0Analysis Timestep 2.5 Second Increment (Extended)
DTS Status ONDVD Status OFF
Inertia Status OFF
Profile(s) Summer and WinterDuration(s) (mins) 60, 120, 180, 240, 360, 480, 600, 720, 960, 1440,
2160, 2880Return Period(s) (years) 100, 200
Climate Change (%) 20, 20
PNUS/MHName Storm
ReturnPeriod
ClimateChange
First (X)Surcharge
First (Y)Flood
First (Z)Overflow
OverflowAct.
S1.000 S05 60 Summer 100 +20% 100/60 SummerS1.001 S04A 60 Summer 100 +20% 100/60 SummerS1.002 S04 60 Summer 100 +20% 100/60 SummerS1.003 S03 60 Summer 100 +20% 100/60 SummerS2.000 S01 60 Summer 100 +20% 100/60 Summer 200/60 SummerS2.001 S6 60 Summer 100 +20% 100/60 SummerS1.004 S02 60 Summer 100 +20% 100/60 SummerS1.005 S6 60 Summer 100 +20% 100/60 SummerS3.000 S09 60 Summer 100 +20% 100/60 Summer 100/60 SummerS4.000 SACO 60 Summer 100 +20% 100/60 Summer 100/60 SummerS4.001 S10 60 Summer 100 +20% 100/60 SummerS3.001 S08 60 Summer 100 +20% 100/60 SummerS1.006 S7 60 Summer 100 +20% 100/60 SummerS5.000 SACO 60 Summer 100 +20% 100/60 Summer 100/60 SummerS5.001 S12 60 Summer 100 +20% 100/60 SummerS1.007 S11 60 Summer 100 +20% 100/60 SummerS1.008 S12 Attenuation 720 Winter 100 +20% 100/60 SummerS1.009 S13 Flow Control 720 Winter 100 +20% 100/60 Summer 200/360 WinterS1.010 S14 2880 Summer 100 +20%
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100 year Return Period Summary of Critical Results by Maximum Level (Rank 1) for Storm
©1982-2017 XP Solutions
PNUS/MHName
Water Level(m)
SurchargedDepth(m)
FloodedVolume(m³)
Flow /Cap.
Overflow(l/s)
PipeFlow(l/s) Status
LevelExceeded
S1.000 S05 62.092 0.207 0.000 0.88 12.3 SURCHARGEDS1.001 S04A 62.021 0.520 0.000 1.40 19.3 SURCHARGEDS1.002 S04 61.801 0.674 0.000 1.54 20.8 SURCHARGEDS1.003 S03 61.662 0.653 0.000 1.63 21.5 SURCHARGEDS2.000 S01 62.445 0.710 0.000 0.96 13.4 SURCHARGED 1S2.001 S6 62.256 0.919 0.000 1.84 25.6 SURCHARGEDS1.004 S02 61.568 0.646 0.000 1.21 40.4 SURCHARGEDS1.005 S6 61.491 0.629 0.000 1.19 41.6 SURCHARGEDS3.000 S09 61.903 1.128 2.537 1.55 21.5 FLOOD 12S4.000 SACO 61.994 1.069 3.546 1.42 42.6 FLOOD 9S4.001 S10 61.975 1.093 0.000 1.58 55.4 FLOOD RISKS3.001 S08 61.801 1.168 0.000 2.40 82.9 SURCHARGEDS1.006 S7 61.405 0.773 0.000 2.55 136.7 SURCHARGEDS5.000 SACO 62.683 1.233 2.665 2.53 87.0 FLOOD 3S5.001 S12 62.215 0.839 0.000 2.30 86.7 SURCHARGEDS1.007 S11 61.071 0.567 0.000 2.77 222.8 SURCHARGEDS1.008 S12 Attenuation 61.000 0.523 0.000 0.43 36.8 SURCHARGEDS1.009 S13 Flow Control 60.999 0.846 0.000 0.33 4.1 SURCHARGED 3S1.010 S14 60.006 -0.094 0.000 0.30 4.1 OK
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200 year Return Period Summary of Critical Results by Maximum Level (Rank 1) for Storm
©1982-2017 XP Solutions
Simulation CriteriaAreal Reduction Factor 1.000 Additional Flow - % of Total Flow 0.000
Hot Start (mins) 0 MADD Factor * 10m³/ha Storage 2.000Hot Start Level (mm) 0 Inlet Coeffiecient 0.800
Manhole Headloss Coeff (Global) 0.500 Flow per Person per Day (l/per/day) 0.000Foul Sewage per hectare (l/s) 0.000
Number of Input Hydrographs 0 Number of Offline Controls 0 Number of Time/Area Diagrams 0Number of Online Controls 1 Number of Storage Structures 3 Number of Real Time Controls 0
Synthetic Rainfall DetailsRainfall Model FEH D3 (1km) 0.268
FEH Rainfall Version 1999 E (1km) 0.306Site Location GB 473950 260050 SP 73950 60050 F (1km) 2.527
C (1km) -0.026 Cv (Summer) 0.750D1 (1km) 0.332 Cv (Winter) 0.840D2 (1km) 0.266
Margin for Flood Risk Warning (mm) 300.0Analysis Timestep 2.5 Second Increment (Extended)
DTS Status ONDVD Status OFF
Inertia Status OFF
Profile(s) Summer and WinterDuration(s) (mins) 60, 120, 180, 240, 360, 480, 600, 720, 960, 1440,
2160, 2880Return Period(s) (years) 100, 200
Climate Change (%) 20, 20
PNUS/MHName Storm
ReturnPeriod
ClimateChange
First (X)Surcharge
First (Y)Flood
First (Z)Overflow
OverflowAct.
Water Level(m)
S1.000 S05 60 Winter 200 +20% 100/60 Summer 62.408S1.001 S04A 60 Winter 200 +20% 100/60 Summer 62.311S1.002 S04 360 Winter 200 +20% 100/60 Summer 62.024S1.003 S03 360 Winter 200 +20% 100/60 Summer 62.018S2.000 S01 60 Summer 200 +20% 100/60 Summer 200/60 Summer 62.935S2.001 S6 60 Summer 200 +20% 100/60 Summer 62.716S1.004 S02 360 Winter 200 +20% 100/60 Summer 62.013S1.005 S6 360 Winter 200 +20% 100/60 Summer 62.009S3.000 S09 720 Winter 200 +20% 100/60 Summer 100/60 Summer 61.957S4.000 SACO 60 Summer 200 +20% 100/60 Summer 100/60 Summer 62.003S4.001 S10 600 Winter 200 +20% 100/60 Summer 61.996S3.001 S08 360 Winter 200 +20% 100/60 Summer 61.994S1.006 S7 360 Winter 200 +20% 100/60 Summer 62.004S5.000 SACO 60 Summer 200 +20% 100/60 Summer 100/60 Summer 62.692S5.001 S12 60 Summer 200 +20% 100/60 Summer 62.222S1.007 S11 360 Winter 200 +20% 100/60 Summer 62.004S1.008 S12 Attenuation 600 Winter 200 +20% 100/60 Summer 62.002S1.009 S13 Flow Control 360 Winter 200 +20% 100/60 Summer 200/360 Winter 62.000S1.010 S14 600 Winter 200 +20% 60.012
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200 year Return Period Summary of Critical Results by Maximum Level (Rank 1) for Storm
©1982-2017 XP Solutions
PNUS/MHName
SurchargedDepth(m)
FloodedVolume(m³)
Flow /Cap.
Overflow(l/s)
PipeFlow(l/s) Status
LevelExceeded
S1.000 S05 0.523 0.000 0.85 11.9 FLOOD RISKS1.001 S04A 0.810 0.000 1.35 18.7 FLOOD RISKS1.002 S04 0.897 0.000 0.61 8.2 SURCHARGEDS1.003 S03 1.009 0.000 0.62 8.2 SURCHARGEDS2.000 S01 1.200 0.302 1.23 17.1 FLOOD 1S2.001 S6 1.379 0.000 2.22 30.9 FLOOD RISKS1.004 S02 1.091 0.000 0.49 16.5 SURCHARGEDS1.005 S6 1.147 0.000 0.47 16.5 SURCHARGEDS3.000 S09 1.182 57.205 0.34 4.8 FLOOD 12S4.000 SACO 1.078 13.436 1.66 49.8 FLOOD 9S4.001 S10 1.114 0.000 0.34 12.0 FLOOD RISKS3.001 S08 1.361 0.000 0.79 27.4 FLOOD RISKS1.006 S7 1.372 0.000 0.92 49.6 SURCHARGEDS5.000 SACO 1.242 12.352 2.54 87.6 FLOOD 3S5.001 S12 0.846 0.000 2.31 87.0 SURCHARGEDS1.007 S11 1.500 0.000 0.94 75.6 SURCHARGEDS1.008 S12 Attenuation 1.525 0.000 0.58 50.1 SURCHARGEDS1.009 S13 Flow Control 1.847 0.012 0.40 5.0 FLOOD 3S1.010 S14 -0.088 0.000 0.36 5.0 OK