PH Report - Underground Drainage Rev C

i

WOOTTON HALL PARK

TEMPORARY ACCOMMODATION NORTHAMPTONSHIRE, NN4 0JQ

32920

UNDERGROUND DRAINAGE REPORT

PUBLIC HEALTH ENGINEERING SERVICES

32920-XX-XX-SP-P-001

Mace Limited 155 Moorgate London EC2M 6XB Tel. +44 (0) 203522 3000 www.macegroup.com

Revision Date Description Made Checked

A 20.04.2016

Preliminary

NJ MF

B 09.06.2016

Preliminary

NJ MF

C 13.06.2016

Preliminary

NJ MF

ii

1. Public Health Engineering Services ........................................................................ 1

1.1. Design and Construction Standards .................................................................... 1

1.2. External Services ................................................................................................ 1

1.3. Below Ground Drainage ...................................................................................... 1

1.3.1. Foul Waste Drainage ....................................................................................... 2

1.3.1. Surface Water Drainage ................................................................................... 2

1.3.1.1. Design ........................................................................................................... 2

Appendices ................................................................................................................... 4

Mace Information Handling Classification – unrestricted

1

1. Public Health Engineering Services

The objective of this report is to present the strategy for the discharge of foul water and discharge of surface water from the temporary site.

1.1. Design and Construction Standards

The Design and Installation of the Public Health Services shall be carried out in compliance with the following but not limited to:

• Relevant British Standards and Codes of Practices issued by the British Standards Institution

• The current issue of The Building Regulations

• The current Health and Safety Regulations including the Construction (Design and Management) Regulations 2015

• CIBSE Guides, Codes of Practice, Application Manuals, Technical Memoranda and other similar publications

• The local planning requirements

• The current issue of the relevant DfES Building Bulletins

1.2. External Services

The new external services shall be provided as required. It is the Main Contractor’s responsibility to liaise with the utility suppliers for diversion of existing services and provision of new services serving the school’s temporary accommodation.

1.3. Below Ground Drainage

Design Parameters The below ground drainage installation shall be designed in accordance with BS EN 752, Northamponshire Local Floor Risk Management Strategy:2013 and Part H of the Building Regulations together with the following.

• Northamptonshire County Council requirement for the surface water network is to be designed based on a frequency of 1 in 200 years with 20% increase due to climate change.

• Surface water discharge into the sewer network is to be restricted

• Time of entry – 2 minutes

• Minimum self-cleansing velocity – 0.75 m/sec

• Roughness co-efficient 'ks' – 0.6 surface water, 1.5 foul water

• Foul water network designed on the discharge unit method

• Depth of flow – 100% surface water, 70% foul water


2

The surface water drainage network shall be designed in full at detail design stage, and shall comply with the guidance given in Sewers for Adoption 7th edition, which is:

• No surcharge of the pipe system in 1 year return period

• No surface flooding in 30 year return period

• No nuisance flooding in the 100 year period, plus climate change factor

In addition to this, the local authority requirement shall be adhered to. This is:

• No nuisance flooding in the 200 year period, plus climate change factor

A sensitivity assessment of a 1 in 200 year event plus 40% climate change has been conducted. See Appendix C.

1.3.1. Foul Waste Drainage

Foul drainage pipes shall connect the internal system to the sewer network at slopes in accordance with the Building Regulations AD Part H 2010. The main foul water drain is anticipated to be 100mm based on a flow of 6.25l/s and laid at a minimum slope of 1% to enable a suitable velocity for self-cleansing.

1.3.1. Surface Water Drainage

The flood risk assessment by RPS Health, Safety and Evironment, dated May 2016, provides that the proposed temporary school location is:

• Not at risk of coastal or tidal flooding

• Not at risk of fluvial flooding

• Not at risk of surface water flooding (under certain conditions)

• Not at risk of groundwater flooding

• Not a risk of flooding due to the sewers

1.3.1.1. Design

Anglian Water pre-devepment assessment report allows a maximum discharge of 6.53l/s into the existing local sewer network. A flow control manhole shall be installed to provide this maximum discharge from the site. The ground investigation report by Soiltechnics dated May 2016 provided that the soil was “dark brown, gravelly, clayey sand and sandly gravelly clay”. Gravels of chalk were also encountered during the survey. The infiltration rate on site was found to be approximately 1.52 x 10-6 m/s and 7.47 x 10-6 m/s or 0.005472m/hr and 0.0268956m/hr, at depths of 2.02m and 4m respectively. This infiltration rate (falling into the sandy clay loam region) is inkeeping with the SuDS manual:2007 determination of a satisfactory soil type (see Table 4.7) for infiltration systems.


3

As it is a requirement under H3 (3) of the Building Regulations to where possible discharge stormwater via local soakaways, the design follows this requirement. The following PIMP classification is used for calculations:

Impermeable factor %

Road/ Existing car park 90

Roof of school building 95

Permeable paths/ bike storage 40

Permeable hard play area/ courts 70

Permeable paving 40

Garden 10

Two rain gardens shall be built between the hard play area/ car park and sports field. Due to the slope of the site, the rain gardens shall serve to attenuate flows towards the school by capturing surface runoff and transporting it through pipework to a series of infiltration devices. From observations of digital data, it has been determined that the North sitting carpark has not been provided with any drainage. The South carpark design however, utilises permeable parking and is connected to a drainage network. Details of this network are not known. The contractor shall confirm these assumptions and conduct any required surveys and investigations. This report shall demonstrate that there is no increase in runoff from the proposed South carpark and the walkway through the park, into any drainage network, in a 1 in 1, 1 in 30, 1 in 100 and 1 in 200 year return event. Rainfall increase due to climate change is considered here. All additional bays to these car parks and footpaths shall be designed and installed with permeable components. All runoff from the North, East and South areas around the building are to be routed to the rain gardens to reduce the possible occurrence of flooding. This requirement for infiltration devices is inkeeping with the design want for maximum discharge into the soil. As a result flows are routed around the site (to maximise the occurance of onsite surface water retention). Site discharge is restricted by use of a hydrobrake to 6.53l/s.


4

Appendices

Appendix A – 32920-MAC-XX-XX-DR-P-001 _ Underground Drainage Layout Appendix B - 32920-XX-XX-SP-P-002 _ Underground Drainage Calculations Appendix C - 32920-XX-XX-SP-P-003 _ Underground Drainage Sensitivity

Assessment

SV

P

SV

P

Science

Classroom

83sqm

KS1 / Yr 1

55sqm

KS1 / Yr 1

55sqm

KS1 / Yr 2

55sqm

KS1 / Yr 2

55sqm

Reception Classroom

63sqm

Reception Classroom

62sqm

Core 2

38sqm

Core 1

16sqm

Boys WC

17sqm

Girls WC

17sqm

Business

Manager's

Office

11sqm

Reception

WCs

18sqm

Hall

136sqm

Reception Desk

Interview Room

8.2sqm

Lift

SVP

SVP

Circulation

112sqm

CLN

Store

1.2sqm

Reception/

Admin

21sqm

Boys Changing

28sqm

Hygiene Room

13sqm

Copier

5.5sqm

IT Server

8.5sqm

Kitchen

32sqm

Girls Changing

27sqm

WC

3.6sqm

Store

14.7sqm

200 seated

pupils

Lobby

26sqm

Science

Prep

10sqm

Disabled

WC

4sqm

WC

2.2sqm

Layout &

Requirements TBC

with Kitchen Specialist

23

22

16

15

17

24

8

20

21

5

4

7

6

9

103

2

1

B

T

B

T

99.22

99.24

PALISADE TIMBER GATE

WOOTTON HALL PARK ROAD

SENIOR STAFF PARKING

PEDESTRIAN ROUTE

MAIN

ENTRANCE

2.1M HIGH FENCE

SERVICE VEHICLE

PARKING

VISITOR BAYS

DISABLED PARKING

SCHOOL

BUILDING

2.1M HIGH SECURE FENCE LINE

GRASS PITCH

HARD COURT GAMES

HARD COURT GAMES

RECEPTION

YEAR PLAY

HARD PLAY SPACE

1.2M HIGH PALISADE TIMBER FENCE

COVERED

PLAY

BIN

STORE

DROP OFF ZONE

DROP OFF ZONE

DROP OFF ZONE

DROP OFF ZONE

DROP OFF ZONE

DROP OFF ZONE

CONSTRUCTION ACCESS

60 X STAFF & PARENT PARKING SPACES

SAFE WALKING ZONE

BIKE STORAGE

CLUB

ACCESS GATE

(LOCKABLE)

PEDESTRIAN / CYCLE ROUTE

EXISTING

GATE

ACCESS GATE

(LOCKABLE)

VISITOR BIKE

STORAGE

TRENCH SOAKWAY

TRENCH SOAKWAY

CL: 99.69IL: TBC

CL: 99.04IL: TBC

CL: 98.69IL: TBC

CL: 98.65IL: TBC

CL: 98.8IL: 97.5

CL: 99.150IL: TBC

CL: 99.210IL: 95.691

CL: 98.6IL: 94.889CL: 98.12

IL: 94.77

375mm

375mm

100mm

CL: 98.80IL: TBC

CL: 98.69IL: TBC

MAIN PROPOSED SURFACE WATER DRAINAGE ROUTES

PROPOSED LAND DRAINAGE AREA

MAIN PROPOSED FOUL WATER DRAINAGE ROUTES

RAIN GARDEN

DRAINAGE CHANNEL

PERMEABLE PARKING

MAIN PROPOSED SURFACE WATER DRAINAGE ROUTES -PERFORATED PIPE

TRENCH SOAKAWAY

MANHOLE

LEGEND

LAND DRAINAGE

NO DRAINAGE REQUIRED

DESIGN NOTES

SITE AREA = 1.85ha

TOTAL PROPOSED IMPERMEABLE AREA = 0.503ha

PROPOSED RESTRICTED SURFACE WATER DISCHARGE RATE = 6.53l/s

PROPOSED FOUL WATER DISCHARGE RATE = 0-6.25l/s

REV DATE DESCRIPTION DRAW CHK

1 13/06/2016 REVISED SITE PLAN JH NJ/MF

Safety, Health and Environmental Information

The significant unusual hazards / risks associated with this type of work are

noted as:

CONSTRUCTION

Ci NONE

Cii

OPERATION AND MAINTENANCE

Oi NONE

Oii

DISMANTLING/ DEMOLITION

Di NONE

Dii

NOTE - TO BE READ IN CONJUNCTION WITH THE CDM RISK REGISTER

REV.SHEET NO.

of

PROJECT NO.

DRAWN BY

DATECHK BY

DRAWING TITLE

PROJECT TITLE

CLIENT

PROJECT STATUS

155 Moorgate, London, EC2M 6XB

www.macegroup.com

KEYPLAN

INFORMATION HANDLING CLASSIFICATION

ORIG. SHEET SIZE

A1

SCALE

@

© COPYRIGHT Mace Group

· NOT TO BE REPRODUCED WITHOUT WRITTEN PERMISSION.

· BECAUSE OF POSSIBLE SCALING ERRORS IN ELECTRONIC AND HARDCOPY

REPRODUCTION DO NOT SCALE FOR CONSTRUCTION PURPOSES.

· ALL DIMENSIONS TO BE CHECKED & VERIFIED ON SITE PRIOR TO CONSTRUCTION.

APPD. BY

DATE

DATE

32920-MAC-XX-ZZ-M2-P-UG DRAINAGE.dwg

ORIGINATOR ZONE TYPE DWG. NO.DISC.

- - - - -

LEVEL

32920

WOTTON HALL PARK

TEMPORARY ACCOMMODATION

UNDERGROUND DRAINAGE

LAYOUT

MAC XX ZZ DR P 001

A 11:5001 1

JH 09.06.16

NJ 09.06.16

MF 09.06.16

PLANNING

RESTRICTED

Mace Ltd Page 1

155 Moorgate Wootton Hall Park

London Temporary Accommodation

EC2M 6XB Northamptonshire, NN4 0JQ

Date 13/06/2016 Designed by N.J.

File 32920-XX-XX-SP-P-002_REV A.MDX Checked by M.F.

XP Solutions Network 2014.1.1

STORM SEWER DESIGN by the Modified Rational Method

Design Criteria for Proposed_Revised

©1982-2014 XP Solutions

Pipe Sizes STANDARD Manhole Sizes STANDARD

FSR Rainfall Model - England and Wales

Return Period (years) 200 Add Flow / Climate Change (%) 0

M5-60 (mm) 20.700 Minimum Backdrop Height (m) 0.200

Ratio R 0.450 Maximum Backdrop Height (m) 1.500

Maximum Rainfall (mm/hr) 50 Min Design Depth for Optimisation (m) 1.200

Maximum Time of Concentration (mins) 30 Min Vel for Auto Design only (m/s) 1.00

Foul Sewage (l/s/ha) 0.000 Min Slope for Optimisation (1:X) 500

Volumetric Runoff Coeff. 0.750

Designed with Level Soffits

Time Area Diagram for Proposed_Revised at outfall S (pipe S5.003)

Time

(mins)

Area

(ha)

Time

(mins)

Area

(ha)

Time

(mins)

Area

(ha)

0-4 0.112 4-8 0.338 8-12 0.003

Total Area Contributing (ha) = 0.453

Total Pipe Volume (m³) = 31.803

Time Area Diagram at outfall S (pipe S8.001)

Time

(mins)

Area

(ha)

0-4 0.038




Time

(mins)

Area

(ha)

0-4 0.012



Mace Ltd Page 2







Network Design Table for Proposed_Revised


PN Length

(m)

Fall

(m)

Slope

(1:X)

I.Area

(ha)

T.E.

(mins)

Base

Flow (l/s)

k

(mm)

HYD

SECT

DIA

(mm)

Auto

Design

S5.000 13.686 0.234 58.5 0.021 2.00 0.0 0.600 o 100

S5.001 15.719 0.228 69.1 0.008 0.00 0.0 0.600 o 300

S6.000 39.565 0.676 58.5 0.011 2.00 0.0 0.600 o 100

S6.001 41.297 0.706 58.5 0.019 0.00 0.0 0.600 o 100

S6.002 38.247 0.227 168.5 0.128 0.00 0.0 0.600 o 300

S7.000 31.714 0.319 99.4 0.076 2.00 0.0 0.600 o 225

S6.003 71.466 0.426 167.8 0.039 0.00 0.0 0.600 o 300

S6.004 85.293 0.226 377.4 0.127 0.00 0.0 0.600 o 450

S5.002 29.530 0.119 248.2 0.024 0.00 0.0 0.600 o 375

S5.003 37.183 0.118 315.1 0.000 0.00 0.0 0.600 o 375

S8.000 3.208 0.055 58.5 0.038 2.00 0.0 0.600 o 100

S8.001 1.013 0.017 59.6 0.000 0.00 0.0 0.600 o 225

S9.000 2.876 0.096 30.0 0.012 2.00 0.0 0.600 o 100

S9.001 1.003 0.050 20.0 0.000 0.00 0.0 0.600 o 225

Network Results Table

PN Rain

(mm/hr)

T.C.

(mins)

US/IL

(m)

Σ I.Area

(ha)

Σ Base

Flow (l/s)

Foul

(l/s)

Add Flow

(l/s)

Vel

(m/s)

Cap

(l/s)

Flow

(l/s)

S5.000 50.00 2.23 97.360 0.021 0.0 0.0 0.0 1.01 7.9 2.9

S5.001 50.00 2.36 96.926 0.029 0.0 0.0 0.0 1.89 133.9 3.9

S6.000 50.00 2.65 97.500 0.011 0.0 0.0 0.0 1.01 7.9 1.5

S6.001 50.00 3.34 96.824 0.030 0.0 0.0 0.0 1.01 7.9 4.1

S6.002 50.00 3.86 95.918 0.158 0.0 0.0 0.0 1.21 85.4 21.3

S7.000 50.00 2.40 97.600 0.076 0.0 0.0 0.0 1.31 52.1 10.2

S6.003 50.00 4.85 95.691 0.272 0.0 0.0 0.0 1.21 85.6 36.8

S6.004 50.00 6.21 95.115 0.399 0.0 0.0 0.0 1.04 165.5 54.0

S5.002 50.00 6.64 94.889 0.453 0.0 0.0 0.0 1.15 126.5 61.3

S5.003 50.00 7.25 94.798 0.453 0.0 0.0 0.0 1.02 112.1 61.3

S8.000 50.00 2.05 97.550 0.038 0.0 0.0 0.0 1.01 7.9 5.1

S8.001 50.00 2.06 97.370 0.038 0.0 0.0 0.0 1.70 67.5 5.1

S9.000 50.00 2.03 97.550 0.012 0.0 0.0 0.0 1.41 11.1 1.7

S9.001 50.00 2.04 97.329 0.012 0.0 0.0 0.0 2.94 116.9 1.7

Mace Ltd Page 3







Manhole Schedules for Proposed_Revised


MH

Name

MH

CL (m)

MH

Depth

(m)

MH

Connection

MH

Diam.,L*W

(mm)

PN

Pipe Out

Invert

Level (m)

Diameter

(mm)

PN

Pipes In

Invert

Level (m)

Diameter

(mm)

Backdrop

(mm)

S18 98.660 1.300 Open Manhole 1200 S5.000 97.360 100

S19 98.580 1.654 Open Manhole 1200 S5.001 96.926 300 S5.000 97.126 100

S14 98.800 1.300 Open Manhole 1200 S6.000 97.500 100

S15 99.280 2.456 Open Manhole 1200 S6.001 96.824 100 S6.000 96.824 100

S16 99.250 3.332 Open Manhole 1200 S6.002 95.918 300 S6.001 96.118 100

S17 98.950 1.350 Open Manhole 1200 S7.000 97.600 225

S17 99.210 3.519 Open Manhole 1200 S6.003 95.691 300 S6.002 95.691 300

S7.000 97.281 225 1515

S9 98.040 2.925 Open Manhole 1350 S6.004 95.115 450 S6.003 95.265 300

S20 98.600 3.711 Open Manhole 1350 S5.002 94.889 375 S5.001 96.698 300 1735

S6.004 94.889 450

S11 98.120 3.350 Open Manhole 1350 S5.003 94.798 375 S5.002 94.770 375

S 96.670 1.990 Open Manhole 0 OUTFALL S5.003 94.680 375

S23 98.850 1.300 Open Manhole 1200 S8.000 97.550 100

S13 99.860 2.490 Open Manhole 1200 S8.001 97.370 225 S8.000 97.495 100


S16 98.850 1.300 Open Manhole 1200 S9.000 97.550 100

S17 98.850 1.521 Open Manhole 1200 S9.001 97.329 225 S9.000 97.454 100


Mace Ltd Page 4







Area Summary for Proposed_Revised


Pipe

Number

PIMP

Type

PIMP

Name

PIMP

(%)

Gross

Area (ha)

Imp.

Area (ha)

Pipe Total

(ha)

5.000 Classification Roof 95 0.013 0.012 0.012

Classification Permeable paving 40 0.023 0.009 0.021

5.001 Classification Permeable paving 40 0.020 0.008 0.008



Classification Garden 10 0.145 0.015 0.019

6.002 Classification Garden 10 0.183 0.018 0.018

Classification Hard play 70 0.063 0.044 0.063

Classification Roof 95 0.068 0.065 0.128

7.000 Classification Hard play 70 0.108 0.076 0.076







User - 100 0.023 0.023 0.127


5.003 - - 95 0.000 0.000 0.000



8.001 - - 95 0.000 0.000 0.000



9.001 - - 95 0.000 0.000 0.000

Total Total Total

1.504 0.503 0.503

Free Flowing Outfall Details for Proposed_Revised

Outfall

Pipe Number

Outfall

Name

C. Level

(m)

I. Level

(m)

Min

I. Level

(m)

D,L

(mm)

W

(mm)

S5.003 S 96.670 94.680 0.000 0 0


Outfall

Pipe Number

Outfall

Name

C. Level

(m)

I. Level

(m)

Min

I. Level

(m)

D,L

(mm)

W

(mm)

S8.001 S 98.850 97.353 0.000 0 0

Mace Ltd Page 5









Outfall

Pipe Number

Outfall

Name

C. Level

(m)

I. Level

(m)

Min

I. Level

(m)

D,L

(mm)

W

(mm)

S9.001 S 99.850 97.279 0.000 0 0

Simulation Criteria for Proposed_Revised

Volumetric Runoff Coeff 0.750 Additional Flow - % of Total Flow 0.000

Areal Reduction Factor 1.000 MADD Factor * 10m³/ha Storage 2.000

Hot Start (mins) 2 Inlet Coeffiecient 0.800

Hot Start Level (mm) 0 Flow per Person per Day (l/per/day) 0.000

Manhole Headloss Coeff (Global) 0.500 Run Time (mins) 20160

Foul Sewage per hectare (l/s) 0.000 Output Interval (mins) 24

Number of Input Hydrographs 0 Number of Storage Structures 7

Number of Online Controls 3 Number of Time/Area Diagrams 0

Number of Offline Controls 0 Number of Real Time Controls 0

Synthetic Rainfall Details

Rainfall Model FSR Profile Type Summer

Return Period (years) 200 Cv (Summer) 0.750

Region England and Wales Cv (Winter) 0.840

M5-60 (mm) 20.800 Storm Duration (mins) 10080

Ratio R 0.450

Mace Ltd Page 6







Online Controls for Proposed_Revised


Hydro-Brake Optimum® Manhole: S20, DS/PN: S5.002, Volume (m³): 19.7

Unit Reference MD-SHE-0089-6500-3972-6500

Design Head (m) 3.972

Design Flow (l/s) 6.5

Flush-Flo™ Calculated

Objective Minimise upstream storage

Diameter (mm) 89

Invert Level (m) 94.889

Minimum Outlet Pipe Diameter (mm) 150

Suggested Manhole Diameter (mm) 1200

Control Points Head (m) Flow (l/s)

Design Point (Calculated) 3.972 6.5

Flush-Flo™ 0.386 3.9

Kick-Flo® 0.796 3.1

Mean Flow over Head Range - 4.7

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® be utilised 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)

0.100 2.7 1.200 3.7 3.000 5.7 7.000 8.5

0.200 3.6 1.400 4.0 3.500 6.1 7.500 8.8

0.300 3.8 1.600 4.2 4.000 6.5 8.000 9.1

0.400 3.9 1.800 4.5 4.500 6.9 8.500 9.3

0.500 3.8 2.000 4.7 5.000 7.2 9.000 9.6

0.600 3.7 2.200 4.9 5.500 7.6 9.500 9.8

0.800 3.1 2.400 5.1 6.000 7.9

1.000 3.4 2.600 5.3 6.500 8.2

Depth/Flow Relationship Manhole: S13, DS/PN: S8.001, Volume (m³): 2.8


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

1.000 0.0000 2.000 0.0000 3.000 0.0000



Mace Ltd Page 7









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

1.000 0.0000 3.000 0.0000

Mace Ltd Page 8







Storage Structures for Proposed_Revised


Bio-Retention Area Manhole: S15, DS/PN: S6.001

Invert Level (m) 96.461 Porosity 1.00

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

0.000 14.0 2.819 14.0




0.000 32.0 3.379 32.0




0.000 140.0 3.797 140.0




0.000 80.0 3.060 80.0

Filter Drain Manhole: S20, DS/PN: S5.002

Infiltration Coefficient Base (m/hr) 0.00274 Trench Length (m) 50.0

Infiltration Coefficient Side (m/hr) 0.00547 Pipe Diameter (m) 0.200

Safety Factor 2.0 Pipe Depth above Invert (m) 3.600

Porosity 0.30 Slope (1:X) 300.0

Invert Level (m) 94.739 Cap Volume Depth (m) 0.000

Trench Width (m) 1.0 Cap Infiltration Depth (m) 0.000

Mace Ltd Page 9







Trench Soakaway Manhole: S23, DS/PN: S8.000


Infiltration Coefficient Base (m/hr) 0.00274 Trench Width (m) 1.0

Infiltration Coefficient Side (m/hr) 0.00547 Trench Length (m) 80.0

Safety Factor 2.0 Slope (1:X) 500.0

Porosity 0.30 Cap Volume Depth (m) 0.000

Invert Level (m) 96.850 Cap Infiltration Depth (m) 0.000







Mace Ltd Page 10







Summary of Critical Results by Maximum Level (Rank 1) for Proposed_Revised


Simulation Criteria

Areal Reduction Factor 1.000 Additional Flow - % of Total Flow 0.000

Hot Start (mins) 2 MADD Factor * 10m³/ha Storage 2.000

Hot Start Level (mm) 0 Inlet Coeffiecient 0.800

Manhole Headloss Coeff (Global) 0.500 Flow per Person per Day (l/per/day) 0.000

Foul Sewage per hectare (l/s) 0.000





Rainfall Model FSR Ratio R 0.450

Region England and Wales Cv (Summer) 0.750

M5-60 (mm) 20.800 Cv (Winter) 0.840

Margin for Flood Risk Warning (mm) 300.0 DVD Status OFF

Analysis Timestep Fine Inertia Status OFF

DTS Status ON

Profile(s) Summer and Winter

Duration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600,

720, 960, 1440, 2160, 2880, 4320, 5760,

7200, 8640, 10080

Return Period(s) (years) 1, 30, 100, 200

Climate Change (%) 20, 20, 20, 20

PN Storm

Return

Period

Climate

Change

First X

Surcharge

First Y

Flood

First Z

Overflow

O/F

Act.

Lvl

Exc.

S5.000 15 Summer 200 +20% 30/15 Summer

S5.001 15 Summer 200 +20%

S6.000 15 Summer 200 +20% 100/15 Summer

S6.001 30 Winter 200 +20% 200/15 Winter

S6.002 360 Winter 200 +20%

S7.000 15 Summer 200 +20% 100/15 Summer

S6.003 360 Winter 200 +20% 100/180 Winter

S6.004 360 Winter 200 +20% 30/60 Winter

S5.002 360 Winter 200 +20% 30/30 Summer

S5.003 4320 Winter 200 +20%

S8.000 960 Winter 200 +20% 100/180 Winter

S8.001 1440 Winter 200 +20% 30/600 Winter

S9.000 600 Winter 200 +20%

S9.001 360 Winter 30 +20%

PN

US/MH

Name

Water

Level

(m)

Surch'ed

Depth (m)

Flooded

Volume

(m³)

Flow /

Cap.

O'flow

(l/s)

Pipe

Flow

(l/s) Status

S5.000 S18 98.109 0.649 0.000 1.90 0.0 14.3 SURCHARGED

Mace Ltd Page 11









S5.001 S19 97.011 -0.215 0.000 0.18 0.0 20.0 OK

S6.000 S14 97.718 0.118 0.000 1.07 0.0 8.4 SURCHARGED

S6.001 S15 96.965 0.041 0.000 1.03 0.0 8.0 SURCHARGED

S6.002 S16 96.189 -0.028 0.000 0.17 0.0 13.3 OK

S7.000 S17 98.101 0.276 0.000 1.31 0.0 63.9 SURCHARGED

S6.003 S17 96.187 0.197 0.000 0.27 0.0 22.3 SURCHARGED

S6.004 S9 96.183 0.618 0.000 0.06 0.0 9.5 SURCHARGED

S5.002 S20 96.181 0.917 0.000 0.03 0.0 3.9 SURCHARGED

S5.003 S11 94.845 -0.328 0.000 0.04 0.0 3.9 OK

S8.000 S23 97.979 0.329 0.000 0.04 0.0 0.3 SURCHARGED

S8.001 S13 98.081 0.486 0.000 0.00 0.0 0.0 SURCHARGED

S9.000 S16 97.253 -0.397 0.000 0.00 0.0 0.0 OK

S9.001 S17 97.329 -0.225 0.000 0.00 0.0 0.0 OK

PN

US/MH

Name

Water

Level

(m)

Surch'ed

Depth (m)

Flooded

Volume

(m³)

Flow /

Cap.

O'flow

(l/s)

Pipe

Flow

(l/s) Status

Mace Ltd Page 1





File 32920-XX-XX-SP-P-003_Rev A.mdx Checked by M.F.


STORM SEWER DESIGN by the Modified Rational Method

Design Criteria for Proposed_Revised


Pipe Sizes STANDARD Manhole Sizes STANDARD

FSR Rainfall Model - England and Wales

Return Period (years) 200 Add Flow / Climate Change (%) 0

M5-60 (mm) 20.700 Minimum Backdrop Height (m) 0.200

Ratio R 0.450 Maximum Backdrop Height (m) 1.500

Maximum Rainfall (mm/hr) 50 Min Design Depth for Optimisation (m) 1.200

Maximum Time of Concentration (mins) 30 Min Vel for Auto Design only (m/s) 1.00

Foul Sewage (l/s/ha) 0.000 Min Slope for Optimisation (1:X) 500

Volumetric Runoff Coeff. 0.750

Designed with Level Soffits

Time Area Diagram for Proposed_Revised at outfall S (pipe S5.003)

Time

(mins)

Area

(ha)

Time

(mins)

Area

(ha)

Time

(mins)

Area

(ha)

0-4 0.112 4-8 0.338 8-12 0.003




Time

(mins)

Area

(ha)

0-4 0.038




Time

(mins)

Area

(ha)

0-4 0.012



Mace Ltd Page 2







Network Design Table for Proposed_Revised


PN Length

(m)

Fall

(m)

Slope

(1:X)

I.Area

(ha)

T.E.

(mins)

Base

Flow (l/s)

k

(mm)

HYD

SECT

DIA

(mm)

Auto

Design

S5.000 13.686 0.234 58.5 0.021 2.00 0.0 0.600 o 100

S5.001 15.719 0.228 69.1 0.008 0.00 0.0 0.600 o 300

S6.000 39.565 0.676 58.5 0.011 2.00 0.0 0.600 o 100

S6.001 41.297 0.706 58.5 0.019 0.00 0.0 0.600 o 100

S6.002 38.247 0.227 168.5 0.128 0.00 0.0 0.600 o 300

S7.000 31.714 0.319 99.4 0.076 2.00 0.0 0.600 o 225

S6.003 71.466 0.426 167.8 0.039 0.00 0.0 0.600 o 300

S6.004 85.293 0.226 377.4 0.127 0.00 0.0 0.600 o 450

S5.002 29.530 0.119 248.2 0.024 0.00 0.0 0.600 o 375

S5.003 37.183 0.118 315.1 0.000 0.00 0.0 0.600 o 375

S8.000 3.208 0.055 58.5 0.038 2.00 0.0 0.600 o 100

S8.001 1.013 0.017 59.6 0.000 0.00 0.0 0.600 o 225

S9.000 2.876 0.096 30.0 0.012 2.00 0.0 0.600 o 100

S9.001 1.003 0.050 20.0 0.000 0.00 0.0 0.600 o 225

Network Results Table

PN Rain

(mm/hr)

T.C.

(mins)

US/IL

(m)

Σ I.Area

(ha)

Σ Base

Flow (l/s)

Foul

(l/s)

Add Flow

(l/s)

Vel

(m/s)

Cap

(l/s)

Flow

(l/s)

S5.000 50.00 2.23 97.360 0.021 0.0 0.0 0.0 1.01 7.9 2.9

S5.001 50.00 2.36 96.926 0.029 0.0 0.0 0.0 1.89 133.9 3.9

S6.000 50.00 2.65 97.500 0.011 0.0 0.0 0.0 1.01 7.9 1.5

S6.001 50.00 3.34 96.824 0.030 0.0 0.0 0.0 1.01 7.9 4.1

S6.002 50.00 3.86 95.918 0.158 0.0 0.0 0.0 1.21 85.4 21.3

S7.000 50.00 2.40 97.600 0.076 0.0 0.0 0.0 1.31 52.1 10.2

S6.003 50.00 4.85 95.691 0.272 0.0 0.0 0.0 1.21 85.6 36.8

S6.004 50.00 6.21 95.115 0.399 0.0 0.0 0.0 1.04 165.5 54.0

S5.002 50.00 6.64 94.889 0.453 0.0 0.0 0.0 1.15 126.5 61.3

S5.003 50.00 7.25 94.798 0.453 0.0 0.0 0.0 1.02 112.1 61.3

S8.000 50.00 2.05 97.550 0.038 0.0 0.0 0.0 1.01 7.9 5.1

S8.001 50.00 2.06 97.370 0.038 0.0 0.0 0.0 1.70 67.5 5.1

S9.000 50.00 2.03 97.550 0.012 0.0 0.0 0.0 1.41 11.1 1.7

S9.001 50.00 2.04 97.329 0.012 0.0 0.0 0.0 2.94 116.9 1.7

Mace Ltd Page 3







Manhole Schedules for Proposed_Revised


MH

Name

MH

CL (m)

MH

Depth

(m)

MH

Connection

MH

Diam.,L*W

(mm)

PN

Pipe Out

Invert

Level (m)

Diameter

(mm)

PN

Pipes In

Invert

Level (m)

Diameter

(mm)

Backdrop

(mm)

S18 98.660 1.300 Open Manhole 1200 S5.000 97.360 100

S19 98.580 1.654 Open Manhole 1200 S5.001 96.926 300 S5.000 97.126 100

S14 98.800 1.300 Open Manhole 1200 S6.000 97.500 100

S15 99.280 2.456 Open Manhole 1200 S6.001 96.824 100 S6.000 96.824 100

S16 99.250 3.332 Open Manhole 1200 S6.002 95.918 300 S6.001 96.118 100

S17 98.950 1.350 Open Manhole 1200 S7.000 97.600 225

S17 99.210 3.519 Open Manhole 1200 S6.003 95.691 300 S6.002 95.691 300

S7.000 97.281 225 1515

S9 98.040 2.925 Open Manhole 1350 S6.004 95.115 450 S6.003 95.265 300

S20 98.600 3.711 Open Manhole 1350 S5.002 94.889 375 S5.001 96.698 300 1735

S6.004 94.889 450

S11 98.120 3.350 Open Manhole 1350 S5.003 94.798 375 S5.002 94.770 375


S23 98.850 1.300 Open Manhole 1200 S8.000 97.550 100

S13 99.860 2.490 Open Manhole 1200 S8.001 97.370 225 S8.000 97.495 100


S16 98.850 1.300 Open Manhole 1200 S9.000 97.550 100

S17 98.850 1.521 Open Manhole 1200 S9.001 97.329 225 S9.000 97.454 100


Mace Ltd Page 4







Area Summary for Proposed_Revised


Pipe

Number

PIMP

Type

PIMP

Name

PIMP

(%)

Gross

Area (ha)

Imp.

Area (ha)

Pipe Total

(ha)

5.000 Classification Roof 95 0.013 0.012 0.012







Classification Hard play 70 0.063 0.044 0.063

Classification Roof 95 0.068 0.065 0.128








User - 100 0.023 0.023 0.127


5.003 - - 95 0.000 0.000 0.000



8.001 - - 95 0.000 0.000 0.000



9.001 - - 95 0.000 0.000 0.000

Total Total Total

1.504 0.503 0.503


Outfall

Pipe Number

Outfall

Name

C. Level

(m)

I. Level

(m)

Min

I. Level

(m)

D,L

(mm)

W

(mm)

S5.003 S 96.670 94.680 0.000 0 0


Outfall

Pipe Number

Outfall

Name

C. Level

(m)

I. Level

(m)

Min

I. Level

(m)

D,L

(mm)

W

(mm)

S8.001 S 98.850 97.353 0.000 0 0

Mace Ltd Page 5









Outfall

Pipe Number

Outfall

Name

C. Level

(m)

I. Level

(m)

Min

I. Level

(m)

D,L

(mm)

W

(mm)

S9.001 S 99.850 97.279 0.000 0 0

Simulation Criteria for Proposed_Revised

Volumetric Runoff Coeff 0.750 Additional Flow - % of Total Flow 0.000

Areal Reduction Factor 1.000 MADD Factor * 10m³/ha Storage 2.000

Hot Start (mins) 2 Inlet Coeffiecient 0.800

Hot Start Level (mm) 0 Flow per Person per Day (l/per/day) 0.000

Manhole Headloss Coeff (Global) 0.500 Run Time (mins) 20160

Foul Sewage per hectare (l/s) 0.000 Output Interval (mins) 24





Rainfall Model FSR Profile Type Summer

Return Period (years) 200 Cv (Summer) 0.750

Region England and Wales Cv (Winter) 0.840

M5-60 (mm) 20.800 Storm Duration (mins) 10080

Ratio R 0.450

Mace Ltd Page 6







Online Controls for Proposed_Revised


Hydro-Brake Optimum® Manhole: S20, DS/PN: S5.002, Volume (m³): 19.7

Unit Reference MD-SHE-0089-6500-3972-6500

Design Head (m) 3.972

Design Flow (l/s) 6.5

Flush-Flo™ Calculated

Objective Minimise upstream storage

Diameter (mm) 89


Minimum Outlet Pipe Diameter (mm) 150

Suggested Manhole Diameter (mm) 1200

Control Points Head (m) Flow (l/s)

Design Point (Calculated) 3.972 6.5

Flush-Flo™ 0.386 3.9

Kick-Flo® 0.796 3.1

Mean Flow over Head Range - 4.7

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® be utilised 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)

0.100 2.7 1.200 3.7 3.000 5.7 7.000 8.5

0.200 3.6 1.400 4.0 3.500 6.1 7.500 8.8

0.300 3.8 1.600 4.2 4.000 6.5 8.000 9.1

0.400 3.9 1.800 4.5 4.500 6.9 8.500 9.3

0.500 3.8 2.000 4.7 5.000 7.2 9.000 9.6

0.600 3.7 2.200 4.9 5.500 7.6 9.500 9.8

0.800 3.1 2.400 5.1 6.000 7.9

1.000 3.4 2.600 5.3 6.500 8.2



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

1.000 0.0000 2.000 0.0000 3.000 0.0000



Mace Ltd Page 7









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

1.000 0.0000 3.000 0.0000

Mace Ltd Page 8







Storage Structures for Proposed_Revised





0.000 14.0 2.819 14.0




0.000 32.0 3.379 32.0




0.000 140.0 3.797 140.0




0.000 80.0 3.060 80.0

Filter Drain Manhole: S20, DS/PN: S5.002

Infiltration Coefficient Base (m/hr) 0.00274 Trench Length (m) 50.0

Infiltration Coefficient Side (m/hr) 0.00547 Pipe Diameter (m) 0.200

Safety Factor 2.0 Pipe Depth above Invert (m) 3.600

Porosity 0.30 Slope (1:X) 300.0

Invert Level (m) 94.739 Cap Volume Depth (m) 0.000

Trench Width (m) 1.0 Cap Infiltration Depth (m) 0.000

Mace Ltd Page 9




















Mace Ltd Page 10









Simulation Criteria

Areal Reduction Factor 1.000 Additional Flow - % of Total Flow 0.000

Hot Start (mins) 2 MADD Factor * 10m³/ha Storage 2.000

Hot Start Level (mm) 0 Inlet Coeffiecient 0.800

Manhole Headloss Coeff (Global) 0.500 Flow per Person per Day (l/per/day) 0.000

Foul Sewage per hectare (l/s) 0.000





Rainfall Model FSR Ratio R 0.450

Region England and Wales Cv (Summer) 0.750

M5-60 (mm) 20.800 Cv (Winter) 0.840

Margin for Flood Risk Warning (mm) 300.0 DVD Status OFF

Analysis Timestep Fine Inertia Status OFF

DTS Status ON

Profile(s) Summer and Winter

Duration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600,

720, 960, 1440, 2160, 2880, 4320, 5760,

7200, 8640, 10080

Return Period(s) (years) 100, 200

Climate Change (%) 40, 40

PN Storm

Return

Period

Climate

Change

First X

Surcharge

First Y

Flood

First Z

Overflow

O/F

Act.

Lvl

Exc.

S5.000 15 Summer 200 +40% 100/15 Summer

S5.001 15 Summer 200 +40%

S6.000 15 Summer 200 +40% 100/15 Summer

S6.001 30 Winter 200 +40% 100/15 Winter

S6.002 480 Winter 200 +40% 200/15 Summer

S7.000 15 Summer 200 +40% 100/15 Summer

S6.003 480 Winter 200 +40% 100/60 Winter

S6.004 480 Winter 200 +40% 100/15 Winter

S5.002 480 Winter 200 +40% 100/15 Summer

S5.003 480 Winter 200 +40%

S8.000 960 Winter 200 +40% 100/120 Summer

S8.001 1440 Winter 200 +40% 100/60 Winter

S9.000 720 Winter 200 +40%

S9.001 2160 Winter 100 +40%

PN

US/MH

Name

Water

Level

(m)

Surch'ed

Depth (m)

Flooded

Volume

(m³)

Flow /

Cap.

O'flow

(l/s)

Pipe

Flow

(l/s) Status

S5.000 S18 98.322 0.862 0.000 2.13 0.0 16.0 SURCHARGED

Mace Ltd Page 11









S5.001 S19 97.017 -0.209 0.000 0.20 0.0 22.6 OK

S6.000 S14 97.835 0.235 0.000 1.14 0.0 8.9 SURCHARGED

S6.001 S15 97.038 0.115 0.000 1.08 0.0 8.4 SURCHARGED

S6.002 S16 96.373 0.155 0.000 0.15 0.0 12.2 SURCHARGED

S7.000 S17 98.300 0.475 0.000 1.48 0.0 72.4 SURCHARGED

S6.003 S17 96.371 0.380 0.000 0.24 0.0 19.4 SURCHARGED

S6.004 S9 96.366 0.801 0.000 0.06 0.0 8.8 SURCHARGED

S5.002 S20 96.363 1.100 0.000 0.04 0.0 4.1 SURCHARGED

S5.003 S11 94.846 -0.327 0.000 0.04 0.0 4.1 OK

S8.000 S23 98.158 0.508 0.000 0.04 0.0 0.3 SURCHARGED

S8.001 S13 98.251 0.656 0.000 0.00 0.0 0.0 SURCHARGED

S9.000 S16 97.313 -0.337 0.000 0.00 0.0 0.0 OK

S9.001 S17 97.329 -0.225 0.000 0.00 0.0 0.0 OK

PN

US/MH

Name

Water

Level

(m)

Surch'ed

Depth (m)

Flooded

Volume

(m³)

Flow /

Cap.

O'flow

(l/s)

Pipe

Flow

(l/s) Status

Documents

PH Report - Underground Drainage Rev C