Fort Vale, Calder Vale Business AJP Ref: 215-156 · AJP REF:215-156 Page 1 of 11 Fort Vale, Calder Vale Business Park, Burnley AJP Ref: 215-156 FOR: ... 3.3 Micro Drainage Model Inputs

06/06/16 AJP REF:215-156 Page 1 of 11

Fort Vale, Calder Vale Business Park, Burnley

AJP Ref: 215-156

FOR:

BY: The Alan Johnston Partnership LLP

4th Floor 1 Dale Street

Liverpool

L2 2ET

Record of Approval

Originator Approved Date

J. Speers D. Hughes 06/06/16

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Fort Vale Engineering Ltd

Calder Vale Business Park

Simonstone Ln

Simonstone

Burnley

BB12 7ND

06/06/16 AJP REF:215-156 Page 2 of 11

Project Title:

Fort Vale, Burnley

AJP Ref:

215-156

Calculations for:

Drainage Networks

Date: 06/06/16

Introduction

The following calculation aims to provide design information for the proposed surface and foul water drainage systems that will drain the site of the proposed Fort Vale Engineering development in Burnley. The site is located on an existing brownfield site and the National Grid Reference for the site is SD 772 334. A flood risk assessment (3861/SRG, dated May 2011) for the entire development site has been previously completed and discharge rates agreed, therefore the drainage designs should comply with the recommendations set out in these documents. The proposed drainage networks are to drain the proposed new foundry building, sports and recreation building and the proposed service yard area to the north and west of the new foundry building. The site being considered during this phase is indicated by the latest architectural layout which is attached in Appendix A. The remainder of the site is to be drained via separate drainage networks to be designed by others. Micro Drainage (v2015.1) has been used to design the proposed surface water and foul water drainage systems.

Surface Water Network The system has been designed in accordance with;

� BS EN 752:2008 (Drain and sewer systems outside buildings)

� Building Regulations Approved Document H, Drainage and waste disposal. (Office of the Deputy Prime Minister, December 2010).

� Sewers for Adoption (7th Edition)

� Report No. 124 Flood Estimation for Small Catchments (Institute of Hydrology)

� Technical Guidance to the National Planning Policy Framework document (Department for Communities and Local Government, March 2012).

� BS EN 12056-2:2000 (Drainage systems inside buildings) It should be noted that whilst the surface water drainage system is not intended for adoption, the design should meet the general requirements of Sewers for Adoption (7th Edition). The principal hydraulic design criteria contained within these documents are summarised as follows:

� The surface water system should be designed to accept the 1 in 2 year return period design storm under pipe full conditions.

� The minimum flow velocity for the surface water system should be 1m/s at pipe full flow.

� The roughness value (ks) for the design of surface water sewers should be 0.6mm.

� In designing the site sewerage and layout, developers should demonstrate the flow paths and potential effects of flooding resulting from storm events exceeding the design criteria; up to a 1 in 100 year event.

� A 30% increase should be applied to the 1 in 100 year event design rainfall intensities and additional inflows in order to account for the predicted worst case impacts of climate change over the design life of the development.

06/06/16 AJP REF:215-156 Page 3 of 11

Project Title:

Fort Vale, Burnley

AJP Ref:

215-156

Calculations for:

Drainage Networks

Date: 06/06/16

In addition to the above criteria, the proposed modifications are to comply with the requirements outlined within the Ironside Farrar Flood Risk Assessment Report, 3861/SRG, dated May 2011. These requirements include the following: � The maximum allowed flow from the brownfield site should be restricted to the existing rates to ensure

the proposed development does not contribute to an increased risk of flooding.

Foul Water Network

The foul system has been designed in accordance with;

• BS EN 752:2008 (Drain and sewer systems outside buildings)

• Building Regulations Approved Document H, Drainage and waste disposal. (Office of the Deputy Prime Minister, December 2010).

• Sewers for Adoption (7th Edition)

• Technical Guidance to the National Planning Policy Framework document (Department for Communities and Local Government, March 2012).

• BS EN 12056-2:2000 (Drainage systems inside buildings) It should be noted that whilst the foul water drainage system is not intended for adoption, the design should meet the general requirements of Sewers for Adoption (7th Edition). The principal hydraulic design criteria contained within these documents are summarised as follows:

• The minimum flow velocity for foul water systems should be 0.75m/s at 1/3 of pipe full flow.

• The roughness value (ks) for the design of foul water sewers should be 1.5mm.

Methodology

Surface Water Network

• The drainage strategy was then developed in accordance with the parameters set out in the guidance and standards. An outline design of the proposed surface water network was drafted.

• The outline network was input into the Micro Drainage (v2015.1) Network module. The inflows into the proposed surface water network from the proposed developed site were also calculated and input into the model together with outfall details, the maximum permissible discharge rates, storage details and any other assumptions made during the design.

• The Micro Drainage model outputs were then assessed and approved with regards to flooding and exceedance under each rainfall return period event tested.

• This information was then used to develop the surface water drainage network drawings and specifications.

Foul Water Network

• The proposed building and room layouts were examined and assumptions drawn with regards to the type and number of appliances contributing to the proposed foul network from each room.

• The outline design of the proposed foul network was developed and the outfall connection details were identified. These were then input into the Micro Drainage model.

• The discharge units for each pipeline were then determined using a calculation spreadsheet developed in Microsoft Excel. The spreadsheet calculations are in accordance with BS EN 12056-2:2000 (Drainage systems inside buildings).

• The calculated values were then input into the Micro Drainage model together with any other assumptions made during the design.

• The Micro Drainage model outputs were then assessed and approved with regards to pipe sizes and levels.

• This information was then used to develop the foul water drainage network drawings and specifications.

06/06/16 AJP REF:215-156 Page 4 of 11

Project Title:

Fort Vale, Burnley

AJP Ref:

215-156

Calculations for:

Drainage Networks

Date: 06/06/16

Surface Water Network

3.1 Brownfield Runoff

The brownfield runoff rate has been determined in accordance with United Utilities requirements. Therefore, the

existing brownfield runoff was calculated using a simple three pipe network in Micro Drainage with the existing

positively drained site areas applied. The calculations indicate that the existing brownfield runoff rate is 43.2 l/s

and they are attached in Appendix A.

Therefore, in accordance with United Utilities requirements a 30% betterment has been applied, resulting in the

maximum discharge rate from the development site being 30.2 l/s.

However, correspondence with United Utilities, attached in Appendix A indicates that they will allow a maximum

surface water discharge of 7.5 l/s for the 30-year rainfall event. Therefore, the 7.5 l/s discharge rate must be

achieved to comply with United Utilities requirements.

3.2 Drainage Strategy

The strategy for the design of the proposed surface water drainage system is given in the following section.

The existing GRM Phase 2 Site Appraisal Report, GRM/P5467/F.3, dated November 2015 states that the

cohesive strata encountered during the site investigation is unlikely to be suitable for infiltration. Accordingly,

the soakaway drainage is not considered to be an acceptable option at this site.

Where required, attenuation storage will be provided in the form of, with flows being restricted using a vortex

flow control device to ensure that the peak discharge rates comply with the requirements outlined in Section

3.1, above. The proposed system will take all of the roof drainage from the new buildings as well as the

surrounding hardstanding area to the north and west of the new foundry building. The hardstanding area will be

drained using inline drains and/or gullies which will drain to the main carrier pipes.

The main carrier pipes will run along the northern perimeters of each building to pick up flows from the roof

drainage system and the hardstanding areas to the north of the proposed foundry building. The main carrier

pipes will connect in between to the 2no. buildings before running from the north to the southern perimeter of

the proposed buildings. The system will then pick up flows from the roof drainage systems which drain to the

southern perimeter of each building.

It has been assumed that the associated footpaths and walkways are to drain directly into the surrounding

landscaping areas. A flow control device will be installed in the manhole downstream of the attenuation storage

required, to restrict flows to the required discharge rates. The attenuation storage will be provided by way of a

cellular attenuation tank, where required. After passing through the vortex flow control device the system will discharge into the existing 825mm diameter surface water drain, which discharges into an existing United Utilities 900mm diameter surface water drain, west of the proposed site. It is envisaged that the connection into the existing 825mm diameter surface water drain will be made with a new manhole.

06/06/16 AJP REF:215-156 Page 5 of 11

Project Title:

Fort Vale, Burnley

AJP Ref:

215-156

Calculations for:

Drainage Networks

Date: 06/06/16

3.3 Micro Drainage Model Inputs

In addition to the outline surface water drainage system; the following data has been used as inputs to the Micro Drainage models.

3.3.1 Surface Water Drainage System Inflows

The inflows to the proposed surface water network were calculated in accordance with the procedure described in Section E.3 of BS EN 752:2008 for calculating run-off from small development schemes. Hydrological parameters (Section 3.3.2) and drainage sub-catchment data (Section 3.3.3) was used to compute surface water run-off and hence, the inflow at each system node according to the following equation:

� = �. �. � (Equation E.6, BS EN 752:2008)

Where; Q = peak flowrate (l/s)

C = run-off coefficient (between 0.0 and 1.0, dimensionless)

i = rainfall intensity (l/s/ha)

A = drainage sub-catchment area (horizontal, ha)

3.3.2 Hydrology

In order to identify appropriate rainfall intensities (i) for calculating surface water run-off, Flood Studies Report (FSR) rainfall modelling parameters were taken from Micro Drainage. This data was then used to generate synthetic rainfall hyetographs within the Micro Drainage hydraulic modelling suite of software for the different storm events being tested. The data was input directly into the hydraulic model and applied in conjunction with the specified effective drainage areas (Section 3.3.3) to compute the contributing surface water run-off at each model node in accordance with equation E.6. In order to test the various hydraulic design criteria identified in Section 1.0, run-off rates were varied within the model by testing a range of storm durations for each return period event.

3.3.3 Effective Drainage Areas

The estimated locations and geometry of the sub-catchment and roof drainage areas being drained to individual manholes for the proposed storm network are shown in Appendix A. Sub-catchment areas for individual rainwater pipes have been assumed, with the assumed sub-catchment areas draining to each proposed pipeline shown in Appendix A. The proposed Micro Drainage model network with manhole and pipe number references is also attached in Appendix A. The extract from the spreadsheet “Fort Vale Engineering – Proposed Drainage Area Calculation” attached in Appendix A gives the corresponding actual horizontal area data (A) associated with each manhole in the system. The spreadsheet uses the actual sub-catchment area data to calculate the effective sub-catchment areas contributing surface water run-off to the drainage system. Effective sub-catchment areas are calculated

using the run-off coefficient (C). Appropriate values for C were defined using Table E.3 in BS EN 752:2008,

and are as follows:

� Roofs: C = 1.0

� Impermeable areas: C = 1.0

� Permeable areas: C = 0.3

06/06/16 AJP REF:215-156 Page 6 of 11

Project Title:

Fort Vale, Burnley

AJP Ref:

215-156

Calculations for:

Drainage Networks

Date: 06/06/16

The output from the spreadsheet “Fort Vale Engineering – Proposed Drainage Area Calculation” shows the effective drained area to the proposed storm network and accordingly, the increase in surface water run-off as a result of the development. This will therefore require surface water to be stored within the system below ground in order to meet the discharge rate requirements outlined in Section 3.1. As discussed in Section 3.2, this storage will be provided in the form of a cellular attenuation tank. The output data contained in the Proposed Total Effective Area column of the spreadsheet was then input into Micro Drainage to provide the drained area data.

3.3.4 Outfall Details

The proposed storm network will discharge into the existing 825mm diameter private surface water sewer network south of the proposed buildings. It is envisaged that a new manhole will be utilised to construct the connection. The invert level of the existing private surface water sewer is currently unknown but at this time it is assumed that levels will allow connection from the proposed system via gravity. However, prior to the commencement of any works, the details and invert levels of the existing system should be confirmed and the design adjusted to suit the existing invert levels in the 825mm diameter surface water drain.

3.3.5 Other Design Inputs and Assumptions

� A time of entry of 5 minutes has been used for water entering the systems from the proposed building and hard standing areas.

� System arranged with pipe soffits level, where possible.

� The increase in effective drainage area and rainfall intensity due to climate change and the requirement to limit the rate of surface water discharge from the site to the required discharge rates means that flow control devices are required at the downstream end of the proposed storm networks. A hydrobrake was input into the downstream manhole to control the discharge rate.

� The expected increase in surface water run-off from the site and the requirement to restrict discharge to the required discharge rates mean that attenuation storage has been incorporated into the proposed surface water network. This will be provided in the form of a cellular attenuation tank.

� The surface water runoff from the proposed site will consist of roof drainage and surface runoff from foot trafficked areas and access roads. The surface water network discharges into an existing surface water sewer network and therefore, as per the requirements of the pollution prevention guidelines, PPG3, it is envisaged that an oil separator is required.

06/06/16 AJP REF:215-156 Page 7 of 11

Project Title:

Fort Vale, Burnley

AJP Ref:

215-156

Calculations for:

Drainage Networks

Date: 06/06/16

3.4 Micro Drainage Model Outputs

Design information for the proposed surface water drainage system is presented in the data sheets in Appendix B exported from Micro Drainage. The data sheets contain the key network details, including pipe diameters, invert levels, cover levels and gradients, as well as a manhole schedule. Details of any as-modelled flow control devices and storage facilities are also included as appropriate. The proposed surface water network model output data for the 1 in 2, 30 and 100 year return period events is also presented in the data sheets in Appendix B exported from Micro Drainage. The data sheets present maximum water level, pipe capacity, peak flow and flooded volume data for each scenario. The results are summarised in Table 3.4

Table 3.4: Summary of the proposed surface water system performance

Storm Return Period (years)

% increase for Climate Change

Storm Duration (minutes)

Peak Outfall Discharge (l/s)

System Performance

Remarks

2 0% Critical (15-1440) 7.4 (<7.5) NO FLOODING

30 0% Critical (15-1440) 7.4 (<7.5) NO FLOODING

100 30% Critical (15-1440) 11.7 (>30.2) FLOODING Total Flood Volume – 32.8m³

The above table of results shows that for the 1 in 2 year and 1 in 30 year rainfall event scenarios, the actual outfall discharge meets or betters the target outfall discharge of 7.5 l/s, while the 1 in 100 year design event exceeds the discharge target. This is because the hydrobrake used to restrict the system outflow is optimised for the 1 in 30 year design event and as a result, the rating curve delivers lesser restrictions than the target flow for higher return period events. Table 3.4 shows that for the critical 1 in 100 year event, the total volume of flooding across the site is approximately 32.8m3. However, the maximum volume of flooding at one location is approximately 10.5m3, which occurs from an aco drain connected at SW01. This along with the remaining 22.3m3 of flooding is not considered to pose any significant risk to the proposed building, as exceedance flow paths should be created to direct the flow away from the building and were possible towards the identified ponding areas.

The identified ponding areas are the service yard area to the north and west of the proposed foundry building and the landscaping areas to the north of the site where the proposed levels should be used to create ‘dishes’ or ‘bowls’ to allow for exceedance flow ponding. In total these areas represent approximately 1285m2 which should be more than sufficient to allow ponding of the 32.8m3 flooding.

06/06/16 AJP REF:215-156 Page 8 of 11

Project Title:

Fort Vale, Burnley

AJP Ref:

215-156

Calculations for:

Drainage Networks

Date: 06/06/16

Foul Water Network

4.1 Outline Network and Discharge Units

The latest mechanical services above ground drainage layout plans (issued on 15/12/15) were obtained from Zerum Consult and the locations of the required foul connection points were identified. In doing so an outline design for the proposed foul network was developed. Based upon the latest plans, the type and number of appliances contributing to the proposed foul network from each room were obtained. The discharge units for each pipeline were then determined using a calculation spreadsheet developed in Microsoft Excel. The spreadsheet calculations are in accordance with BS EN 12056-2:2000 (Drainage systems inside buildings). The latest Zerum Consult plans and the spreadsheet calculations are attached in Appendix C.

4.2 Outfall Details

It is envisaged that the foul water network will discharge into the 375mm diameter public combined sewer, located to the west of the proposed site. It is envisaged that a new manhole will be utilised to construct the connection. The invert level of the existing public sewer at the proposed point of connection is approximately 65.389mAOD and the invert level of the proposed system is 66.827mAOD. This results in a back drop connecting the proposed system to the existing/proposed diversion route. Prior to the commencement of any works, the details and invert levels of the existing system should be confirmed and the design adjusted to suit the existing invert levels in the 375mm diameter public combined sewer.

4.3 Micro Drainage Model Inputs

In addition to the outline foul water drainage system; the following data and assumptions have been used as inputs to the Micro Drainage models.

• The discharge units for each pipeline determined using a calculation spreadsheet developed in Microsoft Excel. The spreadsheet calculations are in accordance with BS EN 12056-2:2000 (Drainage systems inside buildings). As per Section 4.1.

• The outfall connection manhole details, as per Section 4.2.

• A frequency factor of 0.5 (office), in accordance with BS EN 12056-2:2000 (Drainage systems inside buildings).

• System arranged with pipe soffits level.

4.4 Micro Drainage Model Outputs

Design information for the proposed foul water drainage system is presented in the data sheets in Appendix C exported from Micro Drainage. The data sheets contain the key network details, including pipe diameters, invert levels, cover levels and gradients, as well as a manhole schedule. The required pipe diameters, inverts levels etc… are all acceptable and the invert level of the proposed connection point is also sufficient.

06/06/16 AJP REF:215-156 Page 9 of 11

Project Title:

Fort Vale, Burnley

AJP Ref:

215-156

Calculations for:

Drainage Networks

Date: 06/06/16

APPENDIX A

Surface Water Network – Effective Drainage Areas and Other Background Information

6

6

7

7

8

8

9

9

10

10

L L

J

G

E E

C C

A A

4

4

2

2

F

H

K

B

1

1

M

D

3

5

UP

1

A

4 72 3 5 6 8

BC

DE

FG

HI

9

General Notes

A r c h i t e c t s M a s t e r P l a n n e r s D e s i g n e r s

Hill Quays, 5 Jordan Street, Manchester, M15 4PY

+44 (0)161 242 1140f

[email protected]

t

e

All site dimensions shall be verified by the Contractor on siteprior to commencing any works.

Do not scale from this drawing.

Only work to written dimensions.

This drawing is the property of Fletcher-Rae (UK) Limited (t/aFletcher-Rae) and copyright is reserved by them. The drawing isnot to be copied or disclosed by or to any unauthorised personswithout the prior written consent of Fletcher-Rae (UK) Limited.

Status

Date

Drawn by

Project

Scale

Client

Drawing Description

Drawing No. Rev.

Revision

w+44 (0)161 242 1141www.fletcher-rae.com

N

The Alan Johnston Partnership Page 1

1 Dale Street

Liverpool

L2 2ET

Date 17/02/2016 10:49 Designed by johnspeers

File 3-PIPE BROWNFIELD RUNOFF.MDX Checked by

Micro Drainage Network 2015.1

STORM SEWER DESIGN by the Modified Rational Method

Network Design Table for Storm

©1982-2015 XP Solutions

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

1.000 10.000 0.100 100.0 0.284 5.00 0.0 0.600 o 225

1.001 10.000 0.100 100.0 0.000 0.00 0.0 0.600 o 225

1.002 10.000 0.100 100.0 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)

1.000 50.00 5.13 69.000 0.284 0.0 0.0 0.0 1.31 52.0 38.5

1.001 50.00 5.25 68.900 0.284 0.0 0.0 0.0 1.31 52.0 38.5

1.002 50.00 5.38 68.800 0.284 0.0 0.0 0.0 1.31 52.0 38.5


1 Dale Street

Liverpool

L2 2ET




Area Summary for Storm


Pipe

Number

PIMP

Type

PIMP

Name

PIMP

(%)

Gross

Area (ha)

Imp.

Area (ha)

Pipe Total

(ha)

1.000 - - 100 0.284 0.284 0.284

1.001 - - 100 0.000 0.000 0.000

1.002 - - 100 0.000 0.000 0.000

Total Total Total

0.284 0.284 0.284

Total Positively Drained Area = 0.460ha

Existing Areas = 0.208ha (impermeable) + 0.252ha (permeable)

Total Effective Area = (0.208ha x 1.0) + (0.252ha x 0.3) = 0.284ha


1 Dale Street

Liverpool

L2 2ET




2 year Return Period Summary of Critical Results by Maximum Level (Rank 1) for Storm


Simulation Criteria

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

Hot Start (mins) 0 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

Number of Input Hydrographs 0 Number of Offline Controls 0 Number of Time/Area Diagrams 0

Number of Online Controls 0 Number of Storage Structures 0 Number of Real Time Controls 0

Synthetic Rainfall Details

Rainfall Model FSR M5-60 (mm) 18.800 Cv (Summer) 0.750

Region England and Wales Ratio R 0.300 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

Return Period(s) (years) 2

Climate Change (%) 0

PN

US/MH

Name Storm

Return

Period

Climate

Change

First (X)

Surcharge

First (Y)

Flood

First (Z)

Overflow

Overflow

Act.

Water

Level

(m)

Surcharged

Depth

(m)

Flooded

Volume

(m³)

1.000 1 15 Winter 2 +0% 69.190 -0.035 0.000

1.001 2 15 Winter 2 +0% 69.080 -0.045 0.000

1.002 3 15 Winter 2 +0% 68.980 -0.045 0.000

PN

US/MH

Name

Flow /

Cap.

Overflow

(l/s)

Pipe

Flow

(l/s) Status

Level

Exceeded

1.000 1 0.99 43.0 OK

1.001 2 1.00 43.2 OK

1.002 3 1.00 43.2 OK

SW CATCHMENT AREAS DRAWING

Unmarked set by JohnSpears

Fort Vale

SW Drainage System

Roof Drainage Calculation

Total Area 0.335

Building Rainwater Pipe Roof Area MH Number

Foundry RWP01 0.060 SW03

Sports Hall RWP02 0.062 SW04


Sports Hall RWP04 0.057 SW07


0.335Total

Proposed

Fort Vale

SW Drainage System

Drainage Area Calculation

Proposed

Impermeable Area Run-off Co-efficient 1.0 Total site area from CAD Drawing (ha) 0.460

Permeable Area Run-off Co-efficient 0.3 Total site area check (ha) 0.460

Roof DrainageActual

Impermeable

Effective

Impermeable

Actual

Permeable

Effective

Permeable

Total Actual

Area

Total Effective

Area

1.000 SW01 0.000 0.102 0.102 0.000 0.000 0.102 0.102

1.001 SW02 0.000 0.000 0.000 0.000 0.000 0.000 0.000

1.002 Separator 0.000 0.000 0.000 0.000 0.000 0.000 0.000

1.003 SW03 0.060 0.000 0.000 0.000 0.000 0.060 0.060

2.000 SW04 0.062 0.000 0.000 0.000 0.000 0.062 0.062

1.004 SW05 0.000 0.011 0.011 0.000 0.000 0.011 0.011

1.005 SW06 0.102 0.013 0.013 0.000 0.000 0.115 0.115

3.000 SW07 0.057 0.000 0.000 0.000 0.000 0.057 0.057

1.006 SW08 0.053 0.000 0.000 0.000 0.000 0.053 0.053

Ex. 825dia, SW09 0.000 0.000 0.000 0.000 0.000 0.000 0.000

0.335 0.126 0.126 0.000 0.000 0.460 0.460

Proposed (ha)

Totals

Pipe Number U/S Manhole


1 Dale Street

Liverpool

L2 2ET


File FORT VALE SW.MDX Checked by

XP Solutions Network 2015.1


1

John Speers

From: Perry, Graham <[email protected]>

Sent: 02 March 2016 15:59

To: John Speers

Subject: FW: DE1931: Fort Vale - 215-156 due 4/3/16

Attachments: 215-156 Fort Vale Pre Development Enquiry.zip

Follow Up Flag: Follow up

Flag Status: Completed

Dear Customer We have carried out an assessment of your application which is based on the information provided; this pre development advice will be valid for 12 months Foul Foul will be allowed to drain to the public combined/ foul sewer network. Our preferred point of discharge would be to the 375mm combined sewer running in a southerly direction past the western boundary of the site at an unrestricted rate. However, if you client has existing foul infrastructure they would be allowed to drain freely into that. Surface Water Surface water from this site must drain to soak away or some other form of infiltration system but if ground conditions confirm that this is not a viable solution all surface water can draindirectly to watercourse , directly to public sewer at MH 0301 or to the same manhole through the existing private 825mm surface water if the appropriate permissions are granted by the ownerFlows from this specifc area of development must be restricted to existing rates which would work out at a maximum pass forward flow of 7.5 l/s. Please be aware that the FRA submitted as part of this enquiry appears to relate to a much wider area and your enqury covers only part of the site which is predominantly greenfield therefore the rate of discharge has been determined on this basis

Connection Application Although we may discuss and agree discharge points & rates in principle, please be aware that you will have to apply for a formal sewer connection. This is so that we can assess the method of construction, Health & Safety requirements and to ultimatley inspect the connection when it is made. Details of the application process and the form itself can be obtained from our website by following the link below http://www.unitedutilities.com/connecting-public-sewer.aspx Sewer Adoption Agreement You may wish to offer the proposed new sewers for adoption. United Utilities assess adoption appliation based on Sewers adoption 6th Edition and for any pumping stations our company addenda document. Please refer to link below to obtain further guidance and application pack: http://www.unitedutilities.com/sewer-adoption.aspx

2

*Use these sections as appropriate* Trade Effluent If you intend to discharge trade effluent to the public sewer you will require a trade effluent permit. Please see United Utilities’ website for details. http://www.unitedutilities.com/trade-effluent-faqs.aspx Please be aware that on site drainage must be designed in accordance with Building Regulations, National Planning Policy, and local flood authority guidelines, we would recommend that you speak and make suitable agreements with the relevant statutory bodies. Regards Graham Perry Development Engineer Developer Services and Planning Business Operations United Utilities T: 01925 679405 (internal 79405) E: [email protected] unitedutilities.com

If you have received a great service today why not tell us? Visit: unitedutilities.com/wow

From: Wastewater Developer Services

Sent: 15 February 2016 10:59

To: Perry, Graham <[email protected]>

Subject: DE1931: Fort Vale - 215-156 due 4/3/16

Hello Graham,

For you

From: John Speers [mailto:[email protected]]


To: Wastewater Developer Services <[email protected]>

Cc: Lunt, John <[email protected]>

Subject: FW: Fort Vale - 215-156

John,

3

Apologies forgot about the pre-dev form.

Attached is the pre-dev form and associated info. The FRA will follow in a separate email.

The development site is brownfield and consists of 2no. buildings, associated walkways and access roads. The total

site covers an area of approximately 8.80ha but this phase of the development only covers an area of approximately

1.63ha. The area of the proposed development which is being positively drained is 0.466ha and the remaining area

is either landscaping as per existing or existing hardstanding areas being drained by the existing surface water

network.

As such only the positively drained areas (0.465ha) have been included within the calculation of the existing

brownfield discharge rate. We have completed a 3-pipe brownfield runoff analysis using Micro drainage (attached)

with the results indicating that the existing brownfield runoff is 43.2 l/s. Therefore we envisage providing a 30%

betterment and restricting the surface water discharge rate to 30.2 l/s during the 30 year rainfall event. It is

envisaged that the surface water will discharge to an existing, private 825mm diameter surface water drain within

our site. The 825mm diameter drain discharges to a 900mm diameter surface water drain which ultimately

discharges into the River Calder. It is envisaged that the foul water will discharge into the existing UU 375mm

diameter foul sewer, west of the development site. I have attached a UU plan, indicating the existing UU 375mm

diameter foul sewer and the beginning of the UU 900mm diameter surface water drain, into which the private

825mm diameter surface water drain discharges (MH0301).

Can you confirm that UU are happy with this drainage arrangement and as such have no objections to the drainage

strategy proposed above?

Please contact me immediately to discuss any matters further.

Kind Regards

John

John Speers

Civil Engineer

Alan Johnston Partnership LLP

4th Floor, 1 Dale Street | Liverpool, L2 2ET | Tel: 0151 227 1462 | [email protected] | www.ajpstructeng.com

Alan Johnston Partnership LLP is a Limited Liability Partnership registered in England and Wales, number OC394381

A list of members’ names is available for inspection at our registered office: 1 Dale Street, Liverpool, L2 2ET

The information contained in this communication is confidential, may be privileged and is intended for the exclusive use of the individual or entity to which it is addressed. If you are not the

intended recipient, you are expressly prohibited from copying, distributing, disseminating, or in any other way using any information contained within this communication. We have taken precautions to minimise the risk of transmitting software viruses, but we advise you to carry out your own virus checks on any attachment to this message. We cannot accept liability for any loss or damage caused by software viruses. The Alan Johnston Partnership reserves the right to monitor all email communications through their internal and external networks. If you have received this communication in error, please notify us immediately by returning the original message to the sender and delete the material from any computer. Thank you.

� Please do not print this email unless absolutely necessary.

From: Wastewater Developer Services [mailto:[email protected]]


06/06/16 AJP REF:215-156 Page 10 of 11

Project Title:

Fort Vale, Burnley

AJP Ref:

215-156

Calculations for:

Drainage Networks

Date: 06/06/16

APPENDIX B

Surface Water Network – Micro Drainage Outputs and Results


1 Dale Street

Liverpool

L2 2ET




Existing Network Details for Storm


PN Length

(m)

Fall

(m)

Slope

(1:X)

I.Area

(ha)

T.E.

(mins)

Base

Flow (l/s)

k

(mm)

HYD

SECT

DIA

(mm)

1.000 17.310 0.409 42.3 0.000 5.00 0.0 0.600 o 150

2.000 40.890 0.409 100.0 0.000 5.00 0.0 0.600 o 150

1.001 4.375 0.291 15.0 0.000 0.00 0.0 0.600 o 150

1.002 36.339 0.242 150.2 0.102 5.00 0.0 0.600 o 225

1.003 3.235 0.022 147.0 0.000 0.00 0.0 0.600 o 225

1.004 3.235 0.050 64.7 0.000 0.00 0.0 0.600 o 225

1.005 14.997 0.100 150.0 0.060 0.00 0.0 0.600 o 225

3.000 32.000 1.764 18.1 0.062 5.00 0.0 0.600 o 150

1.006 11.452 0.076 150.0 0.011 0.00 0.0 0.600 o 225

1.007 8.118 0.060 135.3 0.115 0.00 0.0 0.600 o 225

1.008 24.078 0.168 143.3 0.000 0.00 0.0 0.600 o 225

4.000 28.246 1.643 17.2 0.057 5.00 0.0 0.600 o 150

1.009 25.658 0.257 99.8 0.053 0.00 0.0 0.600 o 150

1.010 5.937 0.102 58.2 0.000 0.00 0.0 0.600 o 825


PN US/IL

(m)

Σ I.Area

(ha)

Σ Base

Flow (l/s)

Vel

(m/s)

Cap

(l/s)

1.000 70.400 0.000 0.0 1.55 27.4

2.000 70.400 0.000 0.0 1.00 17.8

1.001 69.991 0.000 0.0 2.61 46.1

1.002 69.625 0.102 0.0 1.06 42.3

1.003 69.383 0.102 0.0 1.08 42.8

1.004 69.361 0.102 0.0 1.63 64.8

1.005 69.311 0.162 0.0 1.07 42.4

3.000 71.050 0.062 0.0 2.38 42.0

1.006 69.211 0.235 0.0 1.07 42.4

1.007 69.135 0.350 0.0 1.12 44.6

1.008 68.275 0.350 0.0 1.09 43.3

4.000 70.800 0.057 0.0 2.44 43.1

1.009 68.107 0.460 0.0 1.01 17.8

1.010 66.358 0.460 0.0 3.90 2082.6


1 Dale Street

Liverpool

L2 2ET




Manhole Schedules for Storm


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)

Aco 70.700 0.300 Open Manhole 450 1.000 70.400 150

Aco 70.700 0.300 Open Manhole 450 2.000 70.400 150

Aco 70.700 0.709 Open Manhole 450 1.001 69.991 150 1.000 69.991 150

2.000 69.991 150

SW01 70.750 1.125 Open Manhole 1200 1.002 69.625 225 1.001 69.700 150

SW02 70.720 1.337 Open Manhole 1200 1.003 69.383 225 1.002 69.383 225

Separator 70.740 1.379 Open Manhole 1200 1.004 69.361 225 1.003 69.361 225

SW03 70.750 1.439 Open Manhole 1200 1.005 69.311 225 1.004 69.311 225

SW04 71.800 0.750 Open Manhole 450 3.000 71.050 150

SW05 70.750 1.539 Open Manhole 1200 1.006 69.211 225 1.005 69.211 225

3.000 69.286 150

SW06 70.750 1.615 Open Manhole 1200 1.007 69.135 225 1.006 69.135 225

Storage Tank 70.700 2.425 Open Manhole 1200 1.008 68.275 225 1.007 69.075 225 800

SW07 71.850 1.050 Open Manhole 450 4.000 70.800 150

SW08 71.300 3.193 Open Manhole 1200 1.009 68.107 150 1.008 68.107 225

4.000 69.157 150 1050

SW09 68.900 2.542 Open Manhole 1800 1.010 66.358 825 1.009 67.850 150 817

68.900 2.644 Open Manhole 0 OUTFALL 1.010 66.256 825


1 Dale Street

Liverpool

L2 2ET




PIPELINE SCHEDULES for Storm

Upstream Manhole


PN Hyd

Sect

Diam

(mm)

MH

Name

C.Level

(m)

I.Level

(m)

D.Depth

(m)

MH

Connection

MH DIAM., L*W

(mm)

1.000 o 150 Aco 70.700 70.400 0.150 Open Manhole 450



1.002 o 225 SW01 70.750 69.625 0.900 Open Manhole 1200

1.003 o 225 SW02 70.720 69.383 1.112 Open Manhole 1200

1.004 o 225 Separator 70.740 69.361 1.154 Open Manhole 1200

1.005 o 225 SW03 70.750 69.311 1.214 Open Manhole 1200

3.000 o 150 SW04 71.800 71.050 0.600 Open Manhole 450

1.006 o 225 SW05 70.750 69.211 1.314 Open Manhole 1200

1.007 o 225 SW06 70.750 69.135 1.390 Open Manhole 1200

1.008 o 225 Storage Tank 70.700 68.275 2.200 Open Manhole 1200

4.000 o 150 SW07 71.850 70.800 0.900 Open Manhole 450

1.009 o 150 SW08 71.300 68.107 3.043 Open Manhole 1200

1.010 o 825 SW09 68.900 66.358 1.717 Open Manhole 1800

Downstream Manhole

PN Length

(m)

Slope

(1:X)

MH

Name

C.Level

(m)

I.Level

(m)

D.Depth

(m)

MH

Connection

MH DIAM., L*W

(mm)

1.000 17.310 42.3 Aco 70.700 69.991 0.559 Open Manhole 450

2.000 40.890 100.0 Aco 70.700 69.991 0.559 Open Manhole 450

1.001 4.375 15.0 SW01 70.750 69.700 0.900 Open Manhole 1200

1.002 36.339 150.2 SW02 70.720 69.383 1.112 Open Manhole 1200

1.003 3.235 147.0 Separator 70.740 69.361 1.154 Open Manhole 1200

1.004 3.235 64.7 SW03 70.750 69.311 1.214 Open Manhole 1200

1.005 14.997 150.0 SW05 70.750 69.211 1.314 Open Manhole 1200

3.000 32.000 18.1 SW05 70.750 69.286 1.314 Open Manhole 1200

1.006 11.452 150.0 SW06 70.750 69.135 1.390 Open Manhole 1200

1.007 8.118 135.3 Storage Tank 70.700 69.075 1.400 Open Manhole 1200

1.008 24.078 143.3 SW08 71.300 68.107 2.968 Open Manhole 1200

4.000 28.246 17.2 SW08 71.300 69.157 1.993 Open Manhole 1200

1.009 25.658 99.8 SW09 68.900 67.850 0.900 Open Manhole 1800

1.010 5.937 58.2 68.900 66.256 1.819 Open Manhole 0

Free Flowing Outfall Details for Storm

Outfall

Pipe Number

Outfall

Name

C. Level

(m)

I. Level

(m)

Min

I. Level

(m)

D,L

(mm)

W

(mm)

1.010 68.900 66.256 66.100 0 0


1 Dale Street

Liverpool

L2 2ET




Simulation Criteria for Storm


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) 0 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) 60

Foul Sewage per hectare (l/s) 0.000 Output Interval (mins) 1




Rainfall Model FSR Profile Type Summer

Return Period (years) 30 Cv (Summer) 0.750

Region England and Wales Cv (Winter) 0.840

M5-60 (mm) 18.900 Storm Duration (mins) 30

Ratio R 0.300


1 Dale Street

Liverpool

L2 2ET




Online Controls for Storm


Hydro-Brake Optimum® Manhole: SW08, DS/PN: 1.009, Volume (m³): 5.0

Unit Reference MD-SHE-0127-7500-1000-7500

Design Head (m) 1.000

Design Flow (l/s) 7.5

Flush-Flo™ Calculated

Objective Minimise upstream storage

Diameter (mm) 127

Invert Level (m) 68.107

Minimum Outlet Pipe Diameter (mm) 150

Suggested Manhole Diameter (mm) 1200

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

Design Point (Calculated) 1.000 7.4 Kick-Flo® 0.656 6.1

Flush-Flo™ 0.299 7.4 Mean Flow over Head Range - 6.4

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) Depth (m) Flow (l/s)

0.100 4.6 0.800 6.7 2.000 10.3 4.000 14.3 7.000 18.7

0.200 7.2 1.000 7.4 2.200 10.8 4.500 15.2 7.500 19.4

0.300 7.4 1.200 8.1 2.400 11.2 5.000 16.0 8.000 20.0

0.400 7.3 1.400 8.7 2.600 11.7 5.500 16.7 8.500 20.6

0.500 7.1 1.600 9.3 3.000 12.5 6.000 17.4 9.000 21.1

0.600 6.6 1.800 9.8 3.500 13.5 6.500 18.1 9.500 21.7


1 Dale Street

Liverpool

L2 2ET




Storage Structures for Storm


Tank or Pond Manhole: Storage Tank, DS/PN: 1.008

Invert Level (m) 68.275

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

0.000 114.0 1.200 114.0 1.201 0.0


1 Dale Street

Liverpool

L2 2ET






Simulation Criteria











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

Analysis Timestep Fine Inertia Status ON

DTS Status OFF


Duration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600, 720, 960,

1440

Return Period(s) (years) 2, 30, 100

Climate Change (%) 0, 0, 30

PN

US/MH

Name Storm

Return

Period

Climate

Change

First (X)

Surcharge

First (Y)

Flood

First (Z)

Overflow

Overflow

Act.

Water

Level

(m)

1.000 Aco 120 Winter 2 +0% 100/15 Summer 100/15 Winter 70.400



1.002 SW01 15 Winter 2 +0% 30/15 Summer 100/15 Summer 69.723

1.003 SW02 15 Winter 2 +0% 30/15 Summer 100/120 Winter 69.541

1.004 Separator 15 Winter 2 +0% 30/15 Summer 100/120 Winter 69.533

1.005 SW03 15 Winter 2 +0% 30/15 Summer 69.526

3.000 SW04 15 Winter 2 +0% 100/15 Winter 71.100

1.006 SW05 15 Winter 2 +0% 2/15 Summer 69.476

1.007 SW06 15 Winter 2 +0% 2/15 Summer 69.388

1.008 Storage Tank 120 Winter 2 +0% 2/30 Summer 100/120 Winter 68.612

4.000 SW07 15 Winter 2 +0% 70.847

1.009 SW08 180 Winter 2 +0% 2/15 Summer 68.685

1.010 SW09 15 Summer 2 +0% 66.395

PN

US/MH

Name

Surcharged

Depth

(m)

Flooded

Volume

(m³)

Flow /

Cap.

Overflow

(l/s)

Pipe

Flow

(l/s) Status

Level

Exceeded

1.000 Aco -0.150 0.000 0.00 0.0 OK 6

2.000 Aco -0.150 0.000 0.00 0.0 OK 6

1.001 Aco -0.150 0.000 0.00 0.0 OK 6

1.002 SW01 -0.127 0.000 0.39 15.5 OK 3

1.003 SW02 -0.067 0.000 0.50 14.0 OK 5

1.004 Separator -0.053 0.000 0.46 14.6 OK 1

1.005 SW03 -0.010 0.000 0.58 21.6 OK

3.000 SW04 -0.100 0.000 0.24 9.6 OK

1.006 SW05 0.040 0.000 0.83 29.8 SURCHARGED

1.007 SW06 0.028 0.000 1.26 43.5 SURCHARGED

1.008 Storage Tank 0.112 0.000 0.18 7.0 SURCHARGED 5

4.000 SW07 -0.103 0.000 0.21 8.8 OK


1 Dale Street

Liverpool

L2 2ET






1.009 SW08 0.428 0.000 0.44 7.4 SURCHARGED

1.010 SW09 -0.788 0.000 0.01 7.4 OK

PN

US/MH

Name

Surcharged

Depth

(m)

Flooded

Volume

(m³)

Flow /

Cap.

Overflow

(l/s)

Pipe

Flow

(l/s) Status

Level

Exceeded


1 Dale Street

Liverpool

L2 2ET






Simulation Criteria













DTS Status OFF


Duration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600, 720, 960,

1440



PN

US/MH

Name Storm

Return

Period

Climate

Change

First (X)

Surcharge

First (Y)

Flood

First (Z)

Overflow

Overflow

Act.

Water

Level

(m)







1.005 SW03 15 Winter 30 +0% 30/15 Summer 69.907

3.000 SW04 15 Winter 30 +0% 100/15 Winter 71.121

1.006 SW05 15 Winter 30 +0% 2/15 Summer 69.814

1.007 SW06 15 Winter 30 +0% 2/15 Summer 69.640


4.000 SW07 15 Winter 30 +0% 70.867

1.009 SW08 480 Winter 30 +0% 2/15 Summer 69.256

1.010 SW09 180 Winter 30 +0% 66.397

PN

US/MH

Name

Surcharged

Depth

(m)

Flooded

Volume

(m³)

Flow /

Cap.

Overflow

(l/s)

Pipe

Flow

(l/s) Status

Level

Exceeded

1.000 Aco -0.150 0.000 0.00 0.0 OK 6

2.000 Aco -0.150 0.000 0.00 0.0 OK 6

1.001 Aco -0.065 0.000 0.03 0.9 OK 6

1.002 SW01 0.244 0.000 0.59 23.5 SURCHARGED 3

1.003 SW02 0.406 0.000 0.91 25.3 SURCHARGED 5

1.004 Separator 0.375 0.000 0.87 27.3 SURCHARGED 1

1.005 SW03 0.371 0.000 1.01 37.4 SURCHARGED

3.000 SW04 -0.079 0.000 0.45 18.1 OK

1.006 SW05 0.378 0.000 1.51 54.4 SURCHARGED

1.007 SW06 0.280 0.000 2.37 81.8 SURCHARGED

1.008 Storage Tank 0.611 0.000 0.19 7.7 SURCHARGED 5

4.000 SW07 -0.083 0.000 0.40 16.7 OK


1 Dale Street

Liverpool

L2 2ET






1.009 SW08 0.999 0.000 0.43 7.4 SURCHARGED

1.010 SW09 -0.786 0.000 0.01 7.4 OK

PN

US/MH

Name

Surcharged

Depth

(m)

Flooded

Volume

(m³)

Flow /

Cap.

Overflow

(l/s)

Pipe

Flow

(l/s) Status

Level

Exceeded


1 Dale Street

Liverpool

L2 2ET






Simulation Criteria













DTS Status OFF


Duration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600, 720, 960,

1440



PN

US/MH

Name Storm

Return

Period

Climate

Change

First (X)

Surcharge

First (Y)

Flood

First (Z)

Overflow

Overflow

Act.

Water

Level

(m)







1.005 SW03 180 Winter 100 +30% 30/15 Summer 70.746

3.000 SW04 15 Winter 100 +30% 100/15 Winter 71.239

1.006 SW05 180 Winter 100 +30% 2/15 Summer 70.750

1.007 SW06 180 Winter 100 +30% 2/15 Summer 70.745


4.000 SW07 15 Winter 100 +30% 70.891

1.009 SW08 360 Winter 100 +30% 2/15 Summer 70.743

1.010 SW09 180 Winter 100 +30% 66.418

PN

US/MH

Name

Surcharged

Depth

(m)

Flooded

Volume

(m³)

Flow /

Cap.

Overflow

(l/s)

Pipe

Flow

(l/s) Status

Level

Exceeded

1.000 Aco 0.153 3.256 0.27 6.9 FLOOD 6

2.000 Aco 0.152 2.305 0.25 4.3 FLOOD 6

1.001 Aco 0.570 10.525 0.32 10.9 FLOOD 6

1.002 SW01 0.901 1.132 0.97 38.6 FLOOD 3

1.003 SW02 1.121 9.062 0.50 13.8 FLOOD 5

1.004 Separator 1.154 0.057 0.44 13.9 FLOOD 1

1.005 SW03 1.210 0.000 0.59 21.8 FLOOD RISK

3.000 SW04 0.039 0.000 0.71 28.7 SURCHARGED

1.006 SW05 1.314 0.000 0.89 31.9 FLOOD RISK

1.007 SW06 1.385 0.000 1.39 47.9 FLOOD RISK

1.008 Storage Tank 2.236 6.513 0.29 11.5 FLOOD 5

4.000 SW07 -0.059 0.000 0.68 27.9 OK


1 Dale Street

Liverpool

L2 2ET






1.009 SW08 2.486 0.000 0.69 11.7 SURCHARGED

1.010 SW09 -0.765 0.000 0.02 11.7 OK

PN

US/MH

Name

Surcharged

Depth

(m)

Flooded

Volume

(m³)

Flow /

Cap.

Overflow

(l/s)

Pipe

Flow

(l/s) Status

Level

Exceeded

06/06/16 AJP REF:215-156 Page 11 of 11

Project Title:

Fort Vale, Burnley

AJP Ref:

215-156

Calculations for:

Drainage Networks

Date: 06/06/16

APPENDIX C

Foul Water Network – Room Layout Plans and Micro Drainage Outputs and Results

Above Ground Drainage LayoutAmenity Ground and First FloorFoundry BuildingMechanical Services

THIS DRAWING IS FOR ILLUSTRATION PURPOSES ONLY TOSHOW DESIGN INTENT.

THE M&E CONTRACTOR IS FULLY RESPONSIBLE FOR ALLASPECTS OF THE DESIGN, CALCULATIONS ANDINSTALLATION CO-ORDINATION WITH ALL OTHER TRADES.

This drawing is subject to copyright and is not to be reproduced in part orwhole without approval.

Do not scale this drawing - check all dimensions on site.

This drawing shall be read in conjunction with the project specification (s)and all other contract documentation.

All dimensions are in millimetres unless otherwise stated.

1.Notes:

2.

3.

4.

Client:

Project:

Drawing Title:

Drawn By: Checked By: Cad By:

Scale: Paper Size: Date Created:

Drawing Number: Drawing Revision:

Zerum ConsultJordan StreetManchesterM15 4PY

Tel: 0161 667 0990Email: [email protected]

zerumsmart thinking.

Fletcher Rae Architects

Fort Vale Foundary Building

5.5. All works will be carried out in accordance with best practice and currentBS regulations 12056 parts 1-5.

All soil & waste pipework shall be concealed and installed in grey uPVC.Where soil stacks penetrate the roof for venting, the weathered cowl shallalso be installed in grey uPVC.

All joints in uPVC pipework shall be made using solvent weld fittings andshall be tested prior to handover.

All soil and waste pipework including associated fittings etc shall besupplied by Polypipe Terrain.

All waste pipework on show and traps shall be white uPVC utilisingsolvent weld pipework joints and compression fittings for traps to facilitatefuture maintenance. Traps shall be supplied by McAlpine Plumbing.

All svp's passing through fire barriers to have intumescent fire collars.

All stub stacks will be provided with rodding points/access doors toenable cleaning & maintenance. Each stub stack shall be complete withan automatic air admittance valve mounted at approx 1500mm AFFL.

Rodding eye points to be provided to all drainage connections servingshower's, whb's, wc's & sinks within all risers.

All exposed above ground drainage pipework to be boxed in andinsulated.

All svp's to discharge through roof with weather proofing and openings bymain contractor. Detail to be agreed.

Thermal expansion in pipework to be accommodated with suitableexpansion fittings in accordance with manufacturers recommendations.

Allowance should be made in vertical svp's to accommodate timber framemovement joints, details TBC.

Exact routes of drainage pipework to be agreed with architect prior toinstall.

6.

7.

8.

9.

10.

11.

12.

13.

14.

15.

16.

17.

LEGEND

Manhole

This drawing is subject to copyright and is not to be reproduced in part or

whole without approval.

Do not scale this drawing - check all dimensions on site.

This drawing shall be read in conjunction with the project specification (s)

and all other contract documentation.

All dimensions are in millimetres unless otherwise stated.

1.

Notes:

2.

3.

4.

Client:

Project:

Drawing Title:

Drawn By: Checked By: Cad By:

Scale: Paper Size: Date Created:

Drawing Number: Drawing Revision:

Zerum Consult

Jordan Street

Manchester

M15 4PY

Tel: 0161 667 0990

Email: [email protected]

zerumsmart thinking.

Fletcher Rae Architect's

Foundary Sports Hall

Above Ground Drainage Layout

Ground and First Floor

Sports Hall

Mechanical Services

THIS DRAWING IS FOR ILLUSTRATION PURPOSES ONLY TO

SHOW DESIGN INTENT.

THE M&E CONTRACTOR IS FULLY RESPONSIBLE FOR ALL

ASPECTS OF THE DESIGN, CALCULATIONS AND

INSTALLATION CO-ORDINATION WITH ALL OTHER TRADES.

5. All works will be carried out in accordance with best practice and current

BS regulations 12056 parts 1-5.

All soil & waste pipework shall be concealed and installed in grey uPVC.

Where soil stacks penetrate the roof for venting, the weathered cowl shall

also be installed in grey uPVC.

All joints in uPVC pipework shall be made using solvent weld fittings and

shall be tested prior to handover.

All soil and waste pipework including associated fittings etc shall be

supplied by Polypipe Terrain.

All waste pipework on show and traps shall be white uPVC utilising

solvent weld pipework joints and compression fittings for traps to facilitate

future maintenance. Traps shall be supplied by McAlpine Plumbing.

All svp's passing through fire barriers to have intumescent fire collars.

All stub stacks will be provided with rodding points/access doors to

enable cleaning & maintenance. Each stub stack shall be complete with

an automatic air admittance valve mounted at approx 1500mm AFFL.

Rodding eye points to be provided to all drainage connections serving

shower's, whb's, wc's & sinks within all risers.

All exposed above ground drainage pipework to be boxed in and

insulated.

All svp's to discharge through roof with weather proofing and openings by

main contractor. Detail to be agreed.

Thermal expansion in pipework to be accommodated with suitable

expansion fittings in accordance with manufacturers recommendations.

Allowance should be made in vertical svp's to accommodate timber frame

movement joints, details TBC.

Exact routes of drainage pipework to be agreed with architect prior to

install.

6.

7.

8.

9.

10.

11.

12.

13.

14.

15.

16.

17.

LEGEND

Manhole

1.0001.0011.002

1.003

1.004

2.000

1.005

1.006

1.007

FW01

FW02FW03FW04

FW05

FW06

FW07

FW08

FW09


1 Dale Street

Liverpool

L2 2ET


File FORT VALE FW.MDX Checked by


Existing Network Details for Storm


PN Length

(m)

Fall

(m)

Slope

(1:X)

I.Area

(ha)

T.E.

(mins)

Base

Flow (l/s)

k

(mm)

HYD

SECT

DIA

(mm)

1.000 19.658 0.246 80.0 0.000 5.00 0.0 1.500 o 150

1.001 2.113 0.026 80.0 0.000 0.00 0.0 1.500 o 150

1.002 9.583 0.120 80.0 0.000 0.00 0.0 1.500 o 150

1.003 43.427 0.543 80.0 0.000 0.00 0.0 1.500 o 150

1.004 10.525 0.132 80.0 0.000 0.00 0.0 1.500 o 150

2.000 19.854 0.662 30.0 0.000 5.00 0.0 1.500 o 150

1.005 29.000 1.318 22.0 0.000 0.00 0.0 1.500 o 150

1.006 18.229 0.829 22.0 0.000 0.00 0.0 1.500 o 150

1.007 1.766 0.009 200.0 0.000 0.00 0.0 1.500 o 375


PN US/IL

(m)

Σ I.Area

(ha)

Σ Base

Flow (l/s)

Vel

(m/s)

Cap

(l/s)

1.000 70.040 0.000 0.0 0.98 17.3

1.001 69.794 0.000 0.0 0.98 17.3

1.002 69.768 0.000 0.0 0.98 17.3

1.003 69.648 0.000 0.0 0.98 17.3

1.004 69.105 0.000 0.0 0.98 17.3

2.000 71.100 0.000 0.0 1.60 28.3

1.005 68.974 0.000 0.0 1.87 33.1

1.006 67.656 0.000 0.0 1.87 33.1

1.007 65.389 0.000 0.0 1.13 125.1


1 Dale Street

Liverpool

L2 2ET




Manhole Schedules for Storm


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)

FW01 70.790 0.750 Open Manhole 450 1.000 70.040 150

FW02 70.790 0.996 Open Manhole 450 1.001 69.794 150 1.000 69.794 150

FW03 70.790 1.022 Open Manhole 450 1.002 69.768 150 1.001 69.768 150

FW04 70.980 1.332 Open Manhole 1050 1.003 69.648 150 1.002 69.648 150

FW05 71.850 2.745 Open Manhole 1050 1.004 69.105 150 1.003 69.105 150

FW06 71.850 0.750 Open Manhole 450 2.000 71.100 150

FW07 71.850 2.877 Open Manhole 1050 1.005 68.974 150 1.004 68.973 150

2.000 70.438 150 1464

FW08 69.800 2.144 Open Manhole 1200 1.006 67.656 150 1.005 67.656 150

FW09 68.700 3.311 Open Manhole 1500 1.007 65.389 375 1.006 66.827 150 1213

68.700 3.320 Open Manhole 1500 OUTFALL 1.007 65.380 375


1 Dale Street

Liverpool

L2 2ET




PIPELINE SCHEDULES for Storm

Upstream Manhole


PN Hyd

Sect

Diam

(mm)

MH

Name

C.Level

(m)

I.Level

(m)

D.Depth

(m)

MH

Connection

MH DIAM., L*W

(mm)

1.000 o 150 FW01 70.790 70.040 0.600 Open Manhole 450

1.001 o 150 FW02 70.790 69.794 0.846 Open Manhole 450

1.002 o 150 FW03 70.790 69.768 0.872 Open Manhole 450

1.003 o 150 FW04 70.980 69.648 1.182 Open Manhole 1050

1.004 o 150 FW05 71.850 69.105 2.595 Open Manhole 1050

2.000 o 150 FW06 71.850 71.100 0.600 Open Manhole 450

1.005 o 150 FW07 71.850 68.974 2.726 Open Manhole 1050

1.006 o 150 FW08 69.800 67.656 1.994 Open Manhole 1200

1.007 o 375 FW09 68.700 65.389 2.936 Open Manhole 1500

Downstream Manhole

PN Length

(m)

Slope

(1:X)

MH

Name

C.Level

(m)

I.Level

(m)

D.Depth

(m)

MH

Connection

MH DIAM., L*W

(mm)

1.000 19.658 80.0 FW02 70.790 69.794 0.846 Open Manhole 450

1.001 2.113 80.0 FW03 70.790 69.768 0.872 Open Manhole 450

1.002 9.583 80.0 FW04 70.980 69.648 1.182 Open Manhole 1050

1.003 43.427 80.0 FW05 71.850 69.105 2.595 Open Manhole 1050

1.004 10.525 80.0 FW07 71.850 68.973 2.727 Open Manhole 1050

2.000 19.854 30.0 FW07 71.850 70.438 1.262 Open Manhole 1050

1.005 29.000 22.0 FW08 69.800 67.656 1.994 Open Manhole 1200

1.006 18.229 22.0 FW09 68.700 66.827 1.723 Open Manhole 1500

1.007 1.766 200.0 68.700 65.380 2.945 Open Manhole 1500

Documents

Fort Vale, Calder Vale Business AJP Ref: 215-156 · AJP REF:215-156 Page 1 of 11 Fort Vale, Calder Vale Business Park, Burnley AJP Ref: 215-156 FOR: ... 3.3 Micro Drainage Model Inputs