10347w0003 Aldi Hucclecote Road, Gloucester SUDS ...planningdocs.gloucester.gov.uk/webcache/C885FA/C885FA36E15C11E... · AllCooper Ltd Aldi Store, Hucclecote Road, Gloucester

C R A D D Y S

10347-01

CALCULATIONS

Client Project

AllCooper Ltd Aldi Store, Hucclecote Road, Gloucester

Calculation No Calculation Title Status

10347-01 Stormwater Drainage Strategy and Calculations Approval

Notes

General

• The site is a Brownfield site. It is proposed to discharge storm water offsite to a public sewer.

• The capacity of the storm water attenuation includes an allowance for climate change and this was made in accordance with the EA ‘Climate Change Allowances for Planning’ 2016. Overland flow routes ensure that in the event of exceedance or local drainage system failure no flooding of property will occur.

• The development is located in Flood Zone 1. The development has low risk of flooding from all sources of flooding.

• This development is deemed appropriate in this location, and its development will not increase the risk of flooding to the neighbouring properties.

• The system incorporates trapped gullies and drainage channels, silt traps and an interceptor/separator.

• No part of the proposed surface water drainage system is being offered for adoption.

Revision Date Notes Author Checked Approved

A 16.04.16 First Issue. RSH RJH RAG

C R A D D Y S

Project Aldi Store, Hucclecote Road, Gloucester Sheet 10347 01 002 Rev A

Section Stormwater Drainage Strategy By RSH Checked RAG Date 16.08.16

1. INTRODUCTION/SITE DESCRIPTION

It is proposed to redevelop a brownfield site at Hucclecote Road, Gloucester, GL3 3TQ with an Aldi Food store and associated car parking. The site is currently occupied by a hand car wash (former petrol station) and a Halfords Autocentre. Refer to Appendix A for the site location. There are numerous existing private surface water and foul water drains within the site. The southern section of the sites existing surface water drainage connects to the private foul drainage system via an interceptor. The foul drainage discharges offsite and it is assumed that it connects into the public foul sewer parallel to Barnwood Road. It is anticipated that the northern section of the sites surface water discharges to soakaways. There is a public surface water sewer located outside of the site boundary within Hucclecote Road. Refer to appendix B for the Severn Trent Sewer map.

2. DESIGN CRITERIA

The scheme design of the drainage system is carried out in accordance with all relevant Codes of Practice and Design Guides. These include, but are not limited to the following:

• CIRIA C753: SUDS manual (For environmental and sustainability assessment of different stormwater management options and discharge rates).

• The Approved Documents: Building Regulations 2015 Part H: Drainage and Waste Disposal (To adhere to UK building regulations).

• BS EN 1610: Construction and testing of drains and sewers (To specify drainage construction bedding materials).

• BS EN124: Gully Tops and Manhole Tops for Vehicular and Pedestrian Areas (To specify manhole covers and gully gratings).

• Planning Practice Guidance to the National Planning Policy Framework (NPPF) (For flood risk considerations)

3. DRAINAGE PRINCIPLE

The main drainage principle, based on the SUDS management train, was to select surface water management techniques that can avoid, reduce or delay the surface water discharge rate from site. The techniques considered include soakaways, watercourses and sewers, in that order.

Soakaways: The soakaway investigation completed by Brownfield Solutions Ltd, report number LC/C3128/3122, indicated that there is contamination and ground water present within the natural ground. Taking these factors into account it is deemed that soakaways are not a feasible option Refer to Appendix C for extracts from the Geo-Environmental Assessment Report.

Water courses: There is an existing watercourse, Wotton Brook, located 170m away from the site. To discharge the surface water into the existing Brook, a pipe would have to cross third party land and a residential area. Therefore, it is deemed unsuitable to connect to the watercourse. All other watercourses are significantly further away so it is not feasible to discharge to a watercourse.

C R A D D Y S



Discharge to public sewer: The existing surface water discharges offsite via the existing private foul drainage which connects to the public foul sewer. It is proposed to remove the surface water connection into the foul and discharge the surface water drainage into the public 300mm surface water sewer located within Barnwood Road. Refer to appendix D for the proposed drainage layout. The proposed development reduces the hard standing area by 835m2 from 5853m2 to 5018m2. Refer to appendix E for the existing and proposed drainage areas. The total existing hardstanding area that discharges offsite is 2782m². The other section of hard standing area (3071m²) discharges to soakaways, but the ground investigation has illustrated that soakaways are not a feasible option. The existing Qp for the site is Qp = 38.67 l/s (2.78 x 50 x 0.2782). It is proposed to discharge the surface water at 19 l/s, which is a betterment of 50% of the existing discharge rate. It is proposed to connect the surface water to the existing public surface water manhole located outside of the southern site boundary.

4. FLOOD RISK CONSIDERATION

The following considers the flood risk associated with the site in accordance with NPPF.

According to the Environment Agency flood map, the site is located within the Environment Agency’s Flood

Zone 1, which describes areas assessed as having less than 1 in 1000 (<0.1%) annual probability of river or

sea flooding in any year. Refer to appendix F for the Environment Agency Flood Map.

Since the site area is less than 1.0Ha and it is proposed that the drainage system will incorporate designed

attenuation and controlled discharge, the development is unlikely to have a significant impact upon flooding

within the site locality.

Other issues considered in assessing the flood risks associated with developing the site were:

a) Overall loss of flood storage volume during the design event

b) Obstruction to the flow of water during a flood event

c) Increase in rate of runoff that might worsen flooding elsewhere

d) Obstruction to existing watercourses or access to them

e) Situations that may be dangerous during flooding.

f) Flooding from fluvial sources.

g) Flooding from tidal sources.

h) Flooding from overland flows

i) Flooding from ground water

j) Flooding from sewers

k) Flooding from reservoirs or canals.

l) Flooding from other sources.

Item a), b), d), e). Are satisfied since the site does not lie within a flood plain or adjacent to a water course.

Item c). The total proposed roof and hardstanding areas are less than the existing roof and hard standing areas

by 835m2. In addition, an hydrobrake chamber will be used to regulate flow below the existing. It is therefore

anticipated that the development of the site will not worsen flood risk elsewhere.

Item f). Flooding from fluvial sources. There is an existing river located approximately 170m to the east of the

C R A D D Y S



site. The site is located on higher ground to the river, therefore reducing the possibility of the site experiencing

any flooding from the river.

Item g). Flooding from tidal sources. The site is 60km inland.

Item h). Flooding from overland flows. The store is on higher ground than the surrounding area preventing the possibility any overland flows entering the site. If in the unlikely event surface water enters the site, the flows will be conveyed away from the development. In addition, the site does not lie in a flood plain and surrounding soils have infiltration capacity which allow any surface runoff water to soak into the ground. The Environment Agency map indicates that the majority of the site is at ‘Very Low’ or ‘Low’ risk of surface water flooding, refer to appendix G for the EA Surface Water flooding map and appendix H for the Overland Flow Map.

It is therefore deemed that the proposed development will not significantly affect this risk.

Item i). The Geotechnical Assessment indicated the presence of ground water, however, there is no known

history of flooding from ground water for the development site.

Item j). Flooding from sewers. The Severn Trent Drainage and Water search identifies the site as ‘not recorded

as being at risk of internal flooding due to overloaded public sewer’. Anecdotal evidence suggests the existing

drainage network on site does become overloaded in heavy rainfall events causing ponding within the site.

The new surface water system to be installed as part of the development will mitigate this as described in this

document.

Item k). The site is not indicated to be in an area at risk of reservoir flooding. The nearest risk area is 500m to

the north of the site relating to Witcombe reservoir 5km from the site.

Item l). No other natural or artificial sources of flooding have been identified for this development.

Conclusion: This development is deemed appropriate in this location, is at minimal risk of flooding and its

undertaking will not increase the risk of flooding to the neighbouring area.

5. POLLUTION

The proposed surface water drainage system incorporates trapped drainage channels, trapped gullies and silt traps which reduce the risk of silt entering the drainage system. A Class 1 bypass interceptor is proposed to be installed upstream of the attenuation tank to minimise any hydrocarbons or silt entering the public surface water system. All of the parking and service hard standing areas surface water runoff passes through the interceptor before discharging offsite.

6. DRAINAGE DESIGN CALCULATIONS

Microdrainage System 1 and Simulation software was used to design the drainage system and attenuation. The attenuation has been designed to have capacity for water generated for storm events up to the 1 in 30 year return period plus 40% allowance for climate change (Refer to appendix G). For more extreme events than this, up to the 1 in 100 year plus 40% allowance for climate change event, some surface ponding may occur in the car park and lorry ramp. Any flooding that occurs during the 1 in 100 year return period will be retained on site during this storm.

7. OWNERSHIP

All the private storm drainage will be maintained by Aldi Stores Ltd. Refer to Appendix H for the Operation and Maintenance.

C R A D D Y S



Appendix A: Aerial Photo/Site Location

Aldi Store, Hucclecote Road 1

C R A D D Y S

Site Boundary

C R A D D Y S



Appendix B: Severn Trent Sewer Map

C R A D D Y S



Appendix C: Geotechnical Investigation Extracts

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C R A D D Y S



Appendix D: Drainage Layout

C R A D D Y S



Appendix E: Existing and Proposed Drainage Areas

EFMH

CL 28.37

IL

EFMH

CL 28.37

IL 28.04

EFMH

CL 28.37

IL

ESMH

CL 28.41

IL 27.88

EFMH

CL 28.33

IL 27.66

EFMH

CL 28.29

IL 27.37

EFMH

CL 28.16

IL 26.99

EFMH

CL 28.44

IL 27.64

EFMH

CL 28.48

IL 27.46

ESMH

CL 28.31

IL 26.39

KEY

Existing Hard Standing Area

Existing Soft Landscaping Area

Site Boundary


Not Discharging Offsite

Existing Private Foul Drain

Existing Public Foul Sewer

Existing Private Storm Drain

Existing Publis Storm Sewer

Existing Drainage Channel

REVDRG SIZE

A1

DRAWING NUMBER

CHECKEDSCALE DRAWN APPROVED

STATUS

PROJECT TITLE

DRAWING TITLE

CLIENT

THIS DRAWING IS THE COPYRIGHT OF CRADDY PITCHERS LTD AND MUST

NOT BE COPIED, REPRODUCED OR SUBMITTED TO OTHER PARTIES

WITHOUT THEIR PERMISSION.

AT A1

IF YOU HAVE A QUERY CALL USSCALING FROM THIS DRAWING OR OBTAINING DIMENSIONS ELECTRONICALLY MAY

NOT PROVIDE ACCURATE INFORMATION AND SHOULD BE AVOIDED. WORK ONLY

FROM FIGURED DIMENSIONS. C R A D D Y S

REVISION DETAILSREV DATEBY

63 MACRAE ROAD, EDEN OFFICE PARK, HAM GREEN

BRISTOL, BS20 0DD

TEL : 01275 371 333

email : [email protected] www.craddys.co.uk

ALDI STORE

HUCCLECOTE ROAD

GLOUCESTER

EXISTING DRAINAGE LAYOUT

AND DRAINAGE AREAS

ALLCOOPER

INFORMATION

1:200 RSH RAG RAG

10347sk0002 A

GENERAL NOTES

DRAWINGS AND SPECIFICATIONS: This drawing is to be read in

conjunction with all relevant Architects, Engineers and Specialists drawings

together with the specification.

C D M : SIGNIFICANT HAZARDS

THE FOLLOWING HEALTH AND SAFETY HAZARDS ARE IDENTIFIED BY THE DESIGNER

AS ABNORMAL IN PURSUANCE OF THE CURRENT CONSTRUCTION DESIGN AND

MANAGEMENT REGULATIONS.

RISKS DURING CONSTRUCTION:

No abnormal risks have been identified relating to this design element.

OPERATION / MAINTENANCE RISKS:

RISKS DURING DEMOLITION / DECOMMISSIONING / DISMANTLING / ALTERATIONS:



IT IS ASSUMED THAT ALL WORKS WILL BE CARRIED OUT BY COMPETENT &

ADEQUATELY RESOURCED CONTRACTOR(S) WORKING TO SAFE SYSTEMS OF WORK.

A 1ST ISSUE 18.04.16RSH

KEY



Site Boundary

REVDRG SIZE

A1

DRAWING NUMBER

CHECKEDSCALE DRAWN APPROVED

STATUS

PROJECT TITLE

DRAWING TITLE

CLIENT

THIS DRAWING IS THE COPYRIGHT OF CRADDY PITCHERS LTD AND MUST

NOT BE COPIED, REPRODUCED OR SUBMITTED TO OTHER PARTIES

WITHOUT THEIR PERMISSION.

AT A1

IF YOU HAVE A QUERY CALL USSCALING FROM THIS DRAWING OR OBTAINING DIMENSIONS ELECTRONICALLY MAY

NOT PROVIDE ACCURATE INFORMATION AND SHOULD BE AVOIDED. WORK ONLY

FROM FIGURED DIMENSIONS. C R A D D Y S

REVISION DETAILSREV DATEBY

63 MACRAE ROAD, EDEN OFFICE PARK, HAM GREEN

BRISTOL, BS20 0DD

TEL : 01275 371 333

email : [email protected] www.craddys.co.uk

ALDI STORE

HUCCLECOTE ROAD

GLOUCESTER

PROPOSED DRAINAGE AREAS

ALLCOOPER

INFORMATION

1:200 RSH RAG RAG

10347sk0004 A

GENERAL NOTES

DRAWINGS AND SPECIFICATIONS: This drawing is to be read in

conjunction with all relevant Architects, Engineers and Specialists drawings

together with the specification.

C D M : SIGNIFICANT HAZARDS

THE FOLLOWING HEALTH AND SAFETY HAZARDS ARE IDENTIFIED BY THE DESIGNER

AS ABNORMAL IN PURSUANCE OF THE CURRENT CONSTRUCTION DESIGN AND

MANAGEMENT REGULATIONS.

RISKS DURING CONSTRUCTION:


OPERATION / MAINTENANCE RISKS:

RISKS DURING DEMOLITION / DECOMMISSIONING / DISMANTLING / ALTERATIONS:



IT IS ASSUMED THAT ALL WORKS WILL BE CARRIED OUT BY COMPETENT &

ADEQUATELY RESOURCED CONTRACTOR(S) WORKING TO SAFE SYSTEMS OF WORK.

A 1ST ISSUE 18.04.16RSH

C R A D D Y S



Appendix F: EA Flood Map

Aldi Store, Hucclecote Road

1

C R A D D Y S

Site Location

C R A D D Y S



Appendix G: EA Surface Water Flood Map

<Subject> <Date>

10347 Surface Water Flood Map.docx 1

C R A D D Y S

Site Location

C R A D D Y S



Appendix H: Overland Flow Map

C R A D D Y S



Appendix I: Microdrainage Calculations

Appendix I1: Storm Microdrainage stormwater layout

Craddys Page 1Eden Office ParkHam GreenBristol BS20 0DDDate 10/08/2016 13:09 Designed by huntrFile 10347 Storm.MDX Checked byXP Solutions Network 2016.1

©1982-2016 XP Solutions

C R A D D Y S



Appendix I2: Storm Microdrainage stormwater design


STORM SEWER DESIGN by the Modified Rational Method

Design Criteria for 10347 STORM.SWS


Pipe Sizes STANDARD Manhole Sizes STANDARD

FSR Rainfall Model - England and WalesReturn Period (years) 1 Foul Sewage (l/s/ha) 0.000 Min Design Depth for Optimisation (m) 1.200

M5-60 (mm) 18.000 Volumetric Runoff Coeff. 0.750 Min Vel for Auto Design only (m/s) 0.75Ratio R 0.350 Add Flow / Climate Change (%) 0 Min Slope for Optimisation (1:X) 500

Maximum Rainfall (mm/hr) 50 Minimum Backdrop Height (m) 0.200Maximum Time of Concentration (mins) 30 Maximum Backdrop Height (m) 0.000

Designed with Level Soffits

Network Design Table for 10347 STORM.SWS

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

1.000 25.057 0.167 150.0 0.014 4.00 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)

1.000 48.11 4.51 27.300 0.014 0.0 0.0 0.0 0.82 14.5 1.8




PN Length(m)

Fall(m)

Slope(1:X)

I.Area(ha)

T.E.(mins)

BaseFlow (l/s)

k(mm)

HYDSECT

DIA(mm)


1.001 18.150 0.121 150.0 0.000 0.00 0.0 0.600 o 225 Pipe/Conduit1.002 14.159 0.094 150.6 0.039 0.00 0.0 0.600 o 225 Pipe/Conduit1.003 3.015 0.020 150.8 0.046 0.00 0.0 0.600 o 225 Pipe/Conduit1.004 8.446 0.057 148.2 0.046 0.00 0.0 0.600 o 225 Pipe/Conduit

2.000 10.379 0.069 150.4 0.059 4.00 0.0 0.600 o 225 Pipe/Conduit

1.005 9.782 0.165 59.3 0.110 0.00 0.0 0.600 o 225 Pipe/Conduit

3.000 20.722 0.345 60.1 0.180 4.00 0.0 0.600 o 300 Pipe/Conduit


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)

1.001 46.95 4.79 27.058 0.014 0.0 0.0 0.0 1.07 42.4 1.81.002 46.08 5.02 26.937 0.053 0.0 0.0 0.0 1.06 42.3 6.61.003 45.90 5.06 26.843 0.099 0.0 0.0 0.0 1.06 42.2 12.31.004 45.41 5.20 26.823 0.145 0.0 0.0 0.0 1.07 42.6 17.8

2.000 49.64 4.16 26.835 0.059 0.0 0.0 0.0 1.06 42.3 7.9

1.005 45.06 5.29 26.766 0.314 0.0 0.0 0.0 1.70 67.7 38.3

3.000 49.60 4.17 28.000 0.180 0.0 0.0 0.0 2.03 143.7 24.2




PN Length(m)

Fall(m)

Slope(1:X)

I.Area(ha)

T.E.(mins)

BaseFlow (l/s)

k(mm)

HYDSECT

DIA(mm)


3.001 40.090 1.129 35.5 0.000 0.00 0.0 0.600 o 300 Pipe/Conduit

1.006 8.184 0.041 200.0 0.000 0.00 0.0 0.600 o 300 Pipe/Conduit1.007 9.395 0.047 200.0 0.000 0.00 0.0 0.600 o 300 Pipe/Conduit1.008 3.542 0.048 73.8 0.000 0.00 0.0 0.600 o 300 Pipe/Conduit


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)

3.001 48.49 4.42 27.655 0.180 0.0 0.0 0.0 2.65 187.1 24.2

1.006 44.62 5.41 26.526 0.494 0.0 0.0 0.0 1.11 78.3 59.71.007 44.12 5.56 26.485 0.494 0.0 0.0 0.0 1.11 78.3 59.71.008 44.01 5.59 26.438 0.494 0.0 0.0 0.0 1.83 129.5 59.7


Manhole Schedules for 10347 STORM.SWS


MHName

MHCL (m)

MHDepth(m)

MHConnection

MHDiam.,L*W

(mm)PN

Pipe OutInvert

Level (m)Diameter(mm)

PNPipes InInvert

Level (m)Diameter(mm)

Backdrop(mm)

DC 1 27.758 0.458 Open Manhole 150 1.000 27.300 150w.01 28.903 1.845 Open Manhole 1.001 27.058 225 1.000 27.133 150xx.01 28.482 1.545 Junction 1.002 26.937 225 1.001 26.937 225xy.01 28.365 1.522 Junction 1.003 26.843 225 1.002 26.843 225xy.01 28.326 1.503 Junction 0 1.004 26.823 225 1.003 26.823 225w.02 28.207 1.372 Open Manhole 1200 2.000 26.835 225w.03 28.243 1.477 Open Manhole 1200 1.005 26.766 225 1.004 26.766 225

2.000 26.766 225Siphonic 29.000 1.000 Open Manhole 1200 3.000 28.000 300

w.04 28.915 1.260 Open Manhole 1200 3.001 27.655 300 3.000 27.655 300w.05 28.272 1.746 Open Manhole 1200 1.006 26.526 300 1.005 26.601 225

3.001 26.526 300Attenuation 28.202 1.717 Open Manhole 1200 1.007 26.485 300 1.006 26.485 300

w.06 - Hydrobrake 28.095 1.657 Open Manhole 1200 1.008 26.438 300 1.007 26.438 300EMH 28.310 1.920 Open Manhole 900 x 675 OUTFALL 1.008 26.390 300


PIPELINE SCHEDULES for 10347 STORM.SWS

Upstream Manhole


PN HydSect

Diam(mm)

MHName

C.Level(m)

I.Level(m)

D.Depth(m)

MHConnection

MH DIAM., L*W(mm)

1.000 o 150 DC 1 27.758 27.300 0.308 Open Manhole 1501.001 o 225 w.01 28.903 27.058 1.620 Open Manhole 12001.002 o 225 xx.01 28.482 26.937 1.320 Junction1.003 o 225 xy.01 28.365 26.843 1.297 Junction1.004 o 225 xy.01 28.326 26.823 1.278 Junction

2.000 o 225 w.02 28.207 26.835 1.147 Open Manhole 1200

1.005 o 225 w.03 28.243 26.766 1.252 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)

1.000 25.057 150.0 w.01 28.903 27.133 1.620 Open Manhole 12001.001 18.150 150.0 xx.01 28.482 26.937 1.320 Junction1.002 14.159 150.6 xy.01 28.365 26.843 1.297 Junction1.003 3.015 150.8 xy.01 28.326 26.823 1.278 Junction1.004 8.446 148.2 w.03 28.243 26.766 1.252 Open Manhole 1200

2.000 10.379 150.4 w.03 28.243 26.766 1.252 Open Manhole 1200

1.005 9.782 59.3 w.05 28.272 26.601 1.446 Open Manhole 1200


PIPELINE SCHEDULES for 10347 STORM.SWS

Upstream Manhole


PN HydSect

Diam(mm)

MHName

C.Level(m)

I.Level(m)

D.Depth(m)

MHConnection

MH DIAM., L*W(mm)

3.000 o 300 Siphonic 29.000 28.000 0.700 Open Manhole 12003.001 o 300 w.04 28.915 27.655 0.960 Open Manhole 1200

1.006 o 300 w.05 28.272 26.526 1.446 Open Manhole 12001.007 o 300 Attenuation 28.202 26.485 1.417 Open Manhole 12001.008 o 300 w.06 - Hydrobrake 28.095 26.438 1.357 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)

3.000 20.722 60.1 w.04 28.915 27.655 0.960 Open Manhole 12003.001 40.090 35.5 w.05 28.272 26.526 1.446 Open Manhole 1200

1.006 8.184 200.0 Attenuation 28.202 26.485 1.417 Open Manhole 12001.007 9.395 200.0 w.06 - Hydrobrake 28.095 26.438 1.357 Open Manhole 12001.008 3.542 73.8 EMH 28.310 26.390 1.620 Open Manhole 900 x 675


Free Flowing Outfall Details for 10347 STORM.SWS


OutfallPipe Number

OutfallName

C. Level(m)

I. Level(m)

MinI. Level

(m)

D,L(mm)

W(mm)

1.008 EMH 28.310 26.390 26.390 900 675

C R A D D Y S



Appendix I3: Storm Microdrainage Stormwater Simulation


Free Flowing Outfall Details for 10347 STORM.SWS


OutfallPipe Number

OutfallName

C. Level(m)

I. Level(m)

MinI. Level

(m)

D,L(mm)

W(mm)

1.008 EMH 28.310 26.390 26.390 900 675

Simulation Criteria for 10347 STORM.SWS

Volumetric Runoff Coeff 0.750 Manhole Headloss Coeff (Global) 0.500 Inlet Coeffiecient 0.800Areal Reduction Factor 1.000 Foul Sewage per hectare (l/s) 0.000 Flow per Person per Day (l/per/day) 0.000

Hot Start (mins) 0 Additional Flow - % of Total Flow 0.000 Run Time (mins) 60Hot Start Level (mm) 0 MADD Factor * 10m³/ha Storage 2.000 Output Interval (mins) 1

Number of Input Hydrographs 0 Number of Offline Controls 0 Number of Time/Area Diagrams 0Number of Online Controls 2 Number of Storage Structures 1 Number of Real Time Controls 0

Synthetic Rainfall Details

Rainfall Model FSR M5-60 (mm) 18.000 Cv (Summer) 0.750Return Period (years) 1 Ratio R 0.350 Cv (Winter) 0.840

Region England and Wales Profile Type Summer Storm Duration (mins) 30


Online Controls for 10347 STORM.SWS


Non Return Valve Manhole: w.01, DS/PN: 1.001, Volume (m³): 2.5

Hydro-Brake Optimum® Manhole: w.06 - Hydrobrake, DS/PN: 1.008, Volume (m³): 2.5

Unit Reference MD-SHE-0192-1900-1200-1900 Sump Available YesDesign Head (m) 1.200 Diameter (mm) 192

Design Flow (l/s) 19.0 Invert Level (m) 26.438Flush-Flo™ Calculated Minimum Outlet Pipe Diameter (mm) 225Objective Minimise upstream storage Suggested Manhole Diameter (mm) 1500

Application Surface

Control Points Head (m) Flow (l/s) Control Points Head (m) Flow (l/s)Design Point (Calculated) 1.200 19.0 Kick-Flo® 0.827 15.9

Flush-Flo™ 0.378 19.0 Mean Flow over Head Range - 16.2

The hydrological calculations have been based on the Head/Discharge relationship for the Hydro-Brake Optimum® as specified. Shouldanother 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) Depth (m) Flow (l/s) Depth (m) Flow (l/s)0.100 6.7 0.600 18.4 1.600 21.8 2.600 27.5 5.000 37.7 7.500 45.80.200 17.8 0.800 16.5 1.800 23.0 3.000 29.4 5.500 39.4 8.000 47.30.300 18.8 1.000 17.4 2.000 24.2 3.500 31.7 6.000 41.1 8.500 48.70.400 19.0 1.200 19.0 2.200 25.4 4.000 33.8 6.500 42.7 9.000 50.10.500 18.8 1.400 20.4 2.400 26.4 4.500 35.8 7.000 44.3 9.500 51.4


Storage Structures for 10347 STORM.SWS


Cellular Storage Manhole: Attenuation, DS/PN: 1.007

Invert Level (m) 26.485 Infiltration Coefficient Side (m/hr) 0.00000 Porosity 0.95Infiltration Coefficient Base (m/hr) 0.00000 Safety Factor 2.0

Depth (m) Area (m²) Inf. Area (m²) Depth (m) Area (m²) Inf. Area (m²) Depth (m) Area (m²) Inf. Area (m²) Depth (m) Area (m²) Inf. Area (m²)0.000 152.0 152.0 0.700 152.0 186.5 1.400 0.0 193.9 2.100 0.0 193.90.100 152.0 156.9 0.800 152.0 191.5 1.500 0.0 193.9 2.200 0.0 193.90.200 152.0 161.9 0.900 0.0 193.9 1.600 0.0 193.9 2.300 0.0 193.90.300 152.0 166.8 1.000 0.0 193.9 1.700 0.0 193.9 2.400 0.0 193.90.400 152.0 171.7 1.100 0.0 193.9 1.800 0.0 193.9 2.500 0.0 193.90.500 152.0 176.7 1.200 0.0 193.9 1.900 0.0 193.90.600 152.0 181.6 1.300 0.0 193.9 2.000 0.0 193.9


1 year Return Period Summary of Critical Results by Maximum Level (Rank 1) for 10347 STORM.SWS


Simulation CriteriaAreal Reduction Factor 1.000 Manhole Headloss Coeff (Global) 0.500 MADD Factor * 10m³/ha Storage 2.000

Hot Start (mins) 0 Foul Sewage per hectare (l/s) 0.000 Inlet Coeffiecient 0.800Hot Start Level (mm) 0 Additional Flow - % of Total Flow 0.000 Flow per Person per Day (l/per/day) 0.000


Synthetic Rainfall DetailsRainfall Model FSR M5-60 (mm) 18.000 Cv (Summer) 0.750

Region England and Wales Ratio R 0.350 Cv (Winter) 0.840

Margin for Flood Risk Warning (mm) 300.0 DVD Status ONAnalysis Timestep 2.5 Second Increment (Extended) Inertia Status ON

DTS Status OFF

Profile(s) Summer and WinterDuration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600, 720, 960, 1440, 2160, 2880,

4320, 5760Return Period(s) (years) 1, 30, 100

Climate Change (%) 40, 40, 40

PNUS/MHName Storm

ReturnPeriod

ClimateChange

First (X)Surcharge

First (Y)Flood

First (Z)Overflow

OverflowAct.

Water Level(m)

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

Overflow(l/s)

PipeFlow(l/s) Status

1.000 DC 1 15 Winter 1 +40% 30/15 Summer 100/30 Winter 27.343 -0.107 0.000 0.18 2.5 OK




PNUS/MHName

LevelExceeded

1.000 DC 1 3




PNUS/MHName Storm

ReturnPeriod

ClimateChange

First (X)Surcharge

First (Y)Flood

First (Z)Overflow

OverflowAct.

Water Level(m)

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

Overflow(l/s)

1.001 w.01 15 Winter 1 +40% 30/15 Summer 27.095 -0.188 0.000 0.071.002 xx.01 15 Winter 1 +40% 27.012 -0.150 0.000 0.181.003 xy.01 15 Winter 1 +40% 26.986 -0.082 0.000 0.481.004 xy.01 15 Winter 1 +40% 26.981 -0.067 0.000 0.612.000 w.02 15 Winter 1 +40% 30/15 Summer 100/15 Summer 26.974 -0.086 0.000 0.271.005 w.03 15 Winter 1 +40% 30/15 Summer 100/120 Winter 26.961 -0.030 0.000 0.783.000 Siphonic 15 Summer 1 +40% 28.103 -0.197 0.000 0.263.001 w.04 15 Summer 1 +40% 100/60 Winter 27.742 -0.213 0.000 0.191.006 w.05 15 Winter 1 +40% 1/15 Summer 26.859 0.033 0.000 1.251.007 Attenuation 60 Winter 1 +40% 30/15 Summer 26.713 -0.072 0.000 0.311.008 w.06 - Hydrobrake 60 Winter 1 +40% 30/15 Summer 100/120 Winter 26.696 -0.043 0.000 0.30

PNUS/MHName


LevelExceeded

1.001 w.01 2.5 OK1.002 xx.01 7.8 OK*1.003 xy.01 14.4 OK*1.004 xy.01 20.7 OK*2.000 w.02 9.7 OK 61.005 w.03 43.7 OK 13.000 Siphonic 32.3 OK3.001 w.04 32.3 OK




1.006 w.05 73.4 SURCHARGED1.007 Attenuation 18.7 OK1.008 w.06 - Hydrobrake 18.5 OK 1

PNUS/MHName


LevelExceeded










DTS Status OFF




PNUS/MHName Storm

ReturnPeriod

ClimateChange

First (X)Surcharge

First (Y)Flood

First (Z)Overflow

OverflowAct.

Water Level(m)

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

Overflow(l/s)

PipeFlow(l/s)

1.000 DC 1 15 Winter 30 +40% 30/15 Summer 100/30 Winter 27.752 0.302 0.000 0.45 6.2




PNUS/MHName Status

LevelExceeded

1.000 DC 1 FLOOD RISK 3




PNUS/MHName Storm

ReturnPeriod

ClimateChange

First (X)Surcharge

First (Y)Flood

First (Z)Overflow

OverflowAct.

Water Level(m)

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

1.001 w.01 15 Winter 30 +40% 30/15 Summer 27.778 0.495 0.000 0.281.002 xx.01 180 Winter 30 +40% 27.162 0.000 0.000 0.131.003 xy.01 180 Winter 30 +40% 27.068 0.000 0.000 0.331.004 xy.01 180 Winter 30 +40% 27.048 0.000 0.000 0.422.000 w.02 15 Winter 30 +40% 30/15 Summer 100/15 Summer 27.884 0.824 0.000 0.581.005 w.03 15 Winter 30 +40% 30/15 Summer 100/120 Winter 27.823 0.832 0.000 1.823.000 Siphonic 15 Summer 30 +40% 28.173 -0.127 0.000 0.633.001 w.04 15 Summer 30 +40% 100/60 Winter 27.797 -0.158 0.000 0.451.006 w.05 15 Winter 30 +40% 1/15 Summer 27.253 0.427 0.000 2.961.007 Attenuation 60 Winter 30 +40% 30/15 Summer 27.189 0.404 0.000 0.341.008 w.06 - Hydrobrake 60 Winter 30 +40% 30/15 Summer 100/120 Winter 27.183 0.445 0.000 0.31

PNUS/MHName

Overflow(l/s)


LevelExceeded

1.001 w.01 10.6 SURCHARGED1.002 xx.01 5.4 SURCHARGED*1.003 xy.01 9.8 SURCHARGED*1.004 xy.01 14.2 SURCHARGED*2.000 w.02 20.6 SURCHARGED 61.005 w.03 102.2 SURCHARGED 13.000 Siphonic 78.9 OK3.001 w.04 79.0 OK




1.006 w.05 173.9 SURCHARGED1.007 Attenuation 20.6 SURCHARGED1.008 w.06 - Hydrobrake 19.0 SURCHARGED 1

PNUS/MHName

Overflow(l/s)


LevelExceeded










DTS Status OFF




PNUS/MHName Storm

ReturnPeriod

ClimateChange

First (X)Surcharge

First (Y)Flood

First (Z)Overflow

OverflowAct.

Water Level(m)

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

Overflow(l/s)


1.000 DC 1 60 Winter 100 +40% 30/15 Summer 100/30 Winter 27.760 0.310 1.883 0.74 10.1 FLOOD




PNUS/MHName

LevelExceeded

1.000 DC 1 3




PNUS/MHName Storm

ReturnPeriod

ClimateChange

First (X)Surcharge

First (Y)Flood

First (Z)Overflow

OverflowAct.

Water Level(m)

SurchargedDepth(m)

FloodedVolume(m³)

Flow /Cap.

1.001 w.01 60 Winter 100 +40% 30/15 Summer 27.833 0.550 0.000 0.301.002 xx.01 240 Winter 100 +40% 27.162 0.000 0.000 0.121.003 xy.01 360 Winter 100 +40% 27.068 0.000 0.000 0.251.004 xy.01 360 Winter 100 +40% 27.048 0.000 0.000 0.332.000 w.02 120 Winter 100 +40% 30/15 Summer 100/15 Summer 28.214 1.154 7.326 0.281.005 w.03 120 Winter 100 +40% 30/15 Summer 100/120 Winter 28.243 1.252 0.041 0.923.000 Siphonic 120 Winter 100 +40% 28.282 -0.018 0.000 0.273.001 w.04 120 Winter 100 +40% 100/60 Winter 28.255 0.300 0.000 0.191.006 w.05 120 Winter 100 +40% 1/15 Summer 28.233 1.407 0.000 1.421.007 Attenuation 120 Winter 100 +40% 30/15 Summer 28.165 1.380 0.000 0.421.008 w.06 - Hydrobrake 120 Winter 100 +40% 30/15 Summer 100/120 Winter 28.095 1.357 0.399 0.36

PNUS/MHName

Overflow(l/s)


LevelExceeded

1.001 w.01 11.3 SURCHARGED1.002 xx.01 5.1 SURCHARGED*1.003 xy.01 7.5 SURCHARGED*1.004 xy.01 11.0 SURCHARGED*2.000 w.02 9.9 FLOOD 61.005 w.03 51.5 FLOOD 13.000 Siphonic 33.4 OK3.001 w.04 33.4 SURCHARGED




1.006 w.05 83.2 FLOOD RISK1.007 Attenuation 25.3 FLOOD RISK1.008 w.06 - Hydrobrake 22.2 FLOOD 1

PNUS/MHName

Overflow(l/s)


LevelExceeded

C R A D D Y S



Appendix J: Operations and Maintenance

10347w003 – Aldi Hucclecote Road, Gloucester Maintenance and Operation

August 2016

C R A D D Y S

Aldi Store, Hucclecote Road, Gloucester

OPERATION AND MAINTENANCE OF BELOW GROUND DRAINAGE SYSTEM

The following is a list of the drainage items which will require periodic maintenance, and sets out how often they should be maintained to achieve their maximum design life. A brief description of how the maintenance should be carried out is provided. All maintenance should be carried out by suitably trained individuals using the correct equipment. These recommendations apply to the private drainage items within the development site (maintenance and operation of adoptable drainage is the liability of the adopting authority).

Gullies Inspection and removal of debris from silt trap once a year (preferably in the spring after leaf fall in the autumn). Drainage pipes, manholes & Silt traps Inspect manholes & silt traps for build up of silt and general debris (once a year, preferably in the spring after leaf fall in the autumn) If silt/debris is building up then clean with jetting lorry / gully sucker & inspect pipe – same may be required. If the pipes to be jetted are plastic then a high flow, low pressure setting should be used so that the pipes are not damaged. (NOTE: Manhole covers can be heavy and suitable lifting equipment / procedures should be used. Personnel should not enter manholes to carry out maintenance). Hydrobrake Inspect monthly for the first 3 months following commissioning and 6 monthly thereafter (or more frequently as required), hose down as necessary, remove any rags & silt from invert of chamber and especially around hydrobrake. If a blockage occurs this can usually be overcome by operating the by-pass door using the rope provided. This will empty the chamber of water down the level of the outlet allowing further maintenance to be carried out if required. Aquacell underground attenuation storage This system is designed to be maintenance free. Silt traps on the up-stream end of the system should be inspected and maintained as above. If excessive silt is encountered then the pipes through the system should be cleaned using a jetting lorry. Unusual / unresolved problems If the drainage system is still holding water following cleaning with a jetter, or the jetting of the system removes excessive amounts of debris this may indicate greater issues within the system. A CCTV survey is likely to be required and further advice should be sought from a drainage contractor or engineer.