29 Bocam Park, Old Field Road, Pencoed, Bridgend CF35 5LJ. Phone: 01656 863794 Email: enquiries@vale-consultancy.co.uk

Drainage Strategy Report For:

Proposed Residential Development at:

Land on Schooner Way,

Atlantic Wharf

Cardiff.

CF10 4EQ

Prepared for:

Elio Leo.Architect

November 2018

REF: 6537

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Document Control

Project Drainage Strategy, Schooner Way Atlantic Wharf, Cardiff. CF10 4EQ

Client Elio Leo. Architect

Vale Consultancy Ref: 6537

Document Checking:

Prepared By: L Roberts Signed:

Checked By: M Jones Signed:

Verified By: M Jones Signed:

Issue Date Status

1 8th September 2017 First issue

2 28th November 2018 Revised Layout (Building Width)

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CONTENTS

1. Introduction

2. Background 3. Proposed Foul Water Drainage (Concept) 4. Proposed Surface Water Drainage (Concept) 5. Flooding

6. Surface Water Drainage – Exceeding Flows

7. Pollution Prevention

8. Management Plan

9. Conclusion

Appendices Appendix A Site Location Plan and Topographical Survey Appendix B Sewer Records, Correspondence Appendix C Concept Drainage Layout (Options 1 and Options 2) Appendix D Proposed Development Layout

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1.0 Introduction Vale Consultancy are the appointed civil and structural engineers by Elio Leo, Architect to produce a drainage strategy in support of a planning application for the proposed construction of a 2-storey detached building with undercroft car parking, cycle and bin store facilities, for the provision of 4 No Retail units on the ground floor with 2 no apartment,2 No apartments and 4 no Office units located on the first floor and 8 No apartments located on the second floor which total 12 No residential apartments on a vacant plot of land at Schooner Way, Atlantic Wharf, Cardiff., CF10 4EQ. NGR ST19172 75641.Ref: Appendix A. The proposed development is sited on land which measures approximately 0.070 ha and is a mix of scrub and undeveloped grassed area (Greenfield). The proposed detached 3 storey building measures in plan 60m x16.2m, with a flat roof height of 9.6m. Ref: Appendix D. The drainage strategy covers the hydraulic design criteria of the separate foul and surface water drainage network serving the development expectations of the 3-storey detached building with the associated external works and landscaping to the development proposals.

1.1 Limitations This drainage appraisal report is prepared for in support of a planning application.

2.0 Background

The candidate site is an undeveloped parcel of land located adjacent to the western border of the Bute Dock along Schooner Way at the junction of Celerity Road. Planning permission in Ref No:(14/00572/DCI). No existing sewers/drains are recorded within the site demise. 2.1 Existing Drainage Dwr Cymru Welsh Water (DCWW) sewerage assets records identify a 900mm dia concrete public surface water sewer routed in a southerly direction along Schooner Way, which ultimately outfalls into the Cardiff Bay. An adequate point of connection is available to accept the surface water discharge run-off from the post development at MH Ref No-1602(ST 9751601) located in Schooner Way adjacent to the site. The depth of which will need to be established and confirmed. DCWW sewerage assets identify 2 ductile iron pump rising mains routed in parallel in a northly directions in Schooner Way (1 from the Schooner Way sewage pumping station (SPS) Asset Ref:33480 and 1 No from the Celerity Drive sewage pumping station (SPS) Asset Ref :33479 and discharges into the Cardiff Bay Waste Water Treatment Works (WwTW). a gravity connection into either of these two rising mains will not be permitted, due to the operating pressure of the pumped systems. A point of connections is available for foul water site discharge in Celerity Drive: Ref MH 1603 (ST 19751603) approximately 65 mtrs from the site western boundary. The depth of which will need to be established and confirmed. The referenced manhole ultimate discharges into the wet well of the Celerity Way SPS. Ref Appendix B

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3.0 Proposed Foul Water Drainage (Ref: Appendix C) The new foul water system drainage will be designed in accordance Part H1 and H2 of the Building Regulations and BS EN 752:2008 In the proposed scheme, no surface water drainage will be discharging into proposed foul water drainage system. The hydraulic design of the domestic water component generated by the development proposal has been based on the current Code of Practice produced by The British Water Flows and Loads-Sizing Criteria, Treatment Capacity for Sewage Treatment Systems, which is based on the relationship between water usage and wastewater production. Adequate cover and protection will be provided to the proposed foul water drainage system. British Water Table of Loadings for Sewage Treatment Systems based on Per person/activity/day for the classification and selection of the flowing classifications within the proposed building:

• Residential= 180l/person /day (0.042 l/sec**) • Office = 100 l/person/day • Retail= 50 l/person /day

The residential units with a peak flow multiple for sewage treatment plant of 6 DWF (Dry Weather Flow) and 10% infiltration based on 4000 litres per dwelling per day (based on 3 persons/dwelling 200 litres per head per day): 0.046 litres/second: Sewers for Adoption 7TH Edition B5.1 Dwr Cymru Welsh Water wastewater profile assessment use the design figure per capita return to sewer flow of 180l/hd/day design standard.: 0.042 l/sec** Therefore, applying the same maxim to the proposed development.

3.1 Design Flow Rates from Proposed Development

Category of Building: Detached Building of Mixed use

Wastewater Flows based on:

• No of apartments 12 No x 0.042l/sec = 0.504 l/sec • Office units say 60 persons x 0.0012 l/sec =0.07 l/sec • Retail Units say 10 persons x 0.0006 l/sec =0.006 l/sec

Total daily flow = 50,112 litres per day (0.58 l/sec)

Therefore, the total daily foul water flow emanating from the building based on 90% of cold-water demand is: 50,112l/day x 0.90 =45,100 l/day (0.52. l/sec)

**This figure is a design peak flow rate and not an average water usage, and represents the peak flow rate from a number of appliances. 45,100 l/day total flow / 1000 = 45 cubic metres per day effluent discharge to public sewerage system

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Design Note: Peak flow rate may also be determined by the application of a diurnal wastewater flow pattern resulting in a variable peak factor so that attenuation and diversification effects tend to reduce peal flow, and so the ratio of peak to average flow generally decreases from top to bottom of the new drainage network. For this type of development there tends to be minimum welfare facilities within the building footprint usually limited to toilet, cleaner’s cupboard and a staff breakout/restroom area.

3.2 Foul Water Drainage (Ref: Appendix C.)

After site clearance, a new gravity drainage system serving the development proposals will be constructed. In the absence of any definitive inverts levels at the identified point of connection to the public sewer and this will require the manhole to be” dipped” to confirm the manhole invert level prior to progressing the detail drainage design. The proposed foul water layout serving the development expectations will be based on the principal of a demarcation chamber within the cycle store of the basement.

The offsite work will involve the application to City and County of Cardiff for a license under Section 50 of The New Roads and Street Works Act 1991 to excavate a trench to place apparatus (sewer pipe)

The construction of the new carrier drains would provide self-cleansing velocity for the relative pipe diameter as per BSEN 752:2008, Building Regulation 2010 Part H1 and H2

The proposed foul water layout serving the development expectations will be based on

Sewers for Adoption 7TH Edition where the offsite gravity drain will be a 150 mm** dia lateral drain from a demarcation chamber constructed within the basement (cycle Store). The lateral drain will be offered for adoption under the provisions of a Section 104 Water Industry Act 1991 (WIA91).

The legal right of connection under a Section 106 of the WIA91 will not exist until a Section 104 agreement is in place for the lateral drain.

Pre -development inquiries with DCWW to quantify the emergency storage capacity of the Celerity Way SPS and the ability to accept the design flows from the development proposals has determined that there is a volume deficit in its storage capacity. DCWW have indicated that the Pass Forward Flow (PPF) of the SPS is sufficient for the development to connect. The developer is required to provide the solution of accommodating an additional 1.5m3 of storage within the development drainage system before a connection can be made. This solution would involve the provision of upsizing the last part of the offsite drainage lateral with a 300mm dia pipe 5.5 m long where it connects to the referenced manhole with an intermediate manhole at the end of the 300mmdia pipe to provide a tank sewer arrangement.

4.0 Proposed Surface Water Drainage (Ref: Appendix C) The building roof water and the surface water runoff from the hard-standing areas will discharge by gravity into the public surface water sewer at the site boundary via a separate and newly constructed piped drainage network. Appendix C: Point B. 4.1 Site Characteristics The pre-developed site is an undeveloped site and is classed as “Greenfield” has remained undeveloped.

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4.2. Building Regulation Hierarchy In line with current best practice, priority consideration for means of surface water discharge should be given firstly to the use of infiltration. There are two factors determining whether infiltration can be utilised on-site. The first is the geological constraints determined by the underlying geology, and the percolation testing to BRE 365 which is to be carried out at a future date and the results will determine the infiltration characteristics of the site. The second is the physical constraints determined by the land use and the proposed masterplan. Building regulations requires a minimum of 5metres standoff distance from any structures, building of public highway. Recent field testing has been undertaken (November 2108) and the results obtained demonstrated reasonable permeability characteristics to the upper part of the site exhibited (Existing levels 148.00m), with the soakaway pits to the lower part of the site (144.00 m AOD) filling with water and therefore the lower part of the site is considered to be unviable for traditional soakaways. 4.3 Background The Flood and Water Management Act 2010 (Schedule 3), which has not been commenced, requires new developments to include a Sustainable Drainage System (SuDS) features that comply with national standards. The Welsh Governments published recommendations for non-statutory standards for sustainable drainage, although on an advisory basis, until such time as it becomes mandatory (set for 7th January 2019) determines the most effective way of embedding SuDS principles in new developments. These interim non-statutory national standards are accepted by local authorities that they have taken account of the Welsh Government planning advice on Development and Flood Risk, and the impact of surface water runoff from the development, which is based on limiting the peak runoff rate and runoff volume for extreme events for the 1:100-year return period plus climate change. In aiming to replicate greenfield runoff rates for extreme events, this will help to ensure that flood risk is not increased by the development proposals. 4.3 Surface Water Runoff Destination In compliance with the Welsh Government publication 2017 titled “Recommended non-statutory standards for sustainable drainage (SuDS) in Wales-designing, constructing, operating and maintaining The Flood and Water Management Act 2010 establishes a Sustainable Drainage Systems Approving Body in Unitary or County Councils. This body must approve drainage systems in new developments and re-developments before construction begins. Therefore, in order to reduce the flood risk mitigation and impact of surface water runoff from the development on flood risk, this will be based on limiting the peak runoff rate and runoff volume for extreme events for the 1:100-year return period + climate change. In aiming to replicate greenfield runoff rates for extreme events, this will help to ensure that flood risk associated with the receiving watercourse and not increased by the development proposals.

In accordance with best practice as the calculation greenfield rate based on 2 l/sec/ha for the contributing catchment area of the site would produce a low runoff flow rate (less than 5 l/sec) the discharge flow rate is increased to 5 l/sec at the point of discharge to reduce the risk of blockage.

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Consequently, it is proposed that a managed and restricted gravity discharge which will outfall into the existing ordinary watercourse at a permissible discharge via a Hydrobrake flow control at a rate of 5 l/sec, with onsite attenuation measures. surface water drainage systems”. Surface water runoff destinations will be considered in order of Priority Level.

4.4 Post -Development Surface Water Drainage: Option 1 In accordance with best practice and the recommendations of the Welsh Government publication titled “Recommended non-statutory standards for sustainable drainage (SuDS)in Wales-designing, constructing, operating and maintaining surface water drainage systems “Ref G2.20 and G2:23. The runoff rate for previously developed sites should mimic the or the mean average peak flow rate (QBAR) whichever is the greater and based on a Greenfield rate for the contributing catchment area of the site or QBAR whichever is the greater. The Qbar rate is less than 5l/sec than a modified Qbar has been used, as the correlation equation assumes the throttle outlet will vary with the growth curve and eliminates the risk of blockage.

Consequently, as infiltration has been proved to be viable solution for part of the site it is proposed that a managed and restricted gravity discharge which will outfall into the existing boundary watercourse at a permissible discharge via a “Hydrobrake” flow control at a minimum rate of 5l/sec split equal at 2 no outfalls/headwalls with onsite attenuation measures. Whilst accommodating for the appropriate design storm scenarios for the site catchment area including climate change and in series incrementally storm profiles to reduce peak flow rate, volume of runoff and reduce pollution, through effective control of runoff at source by the principles of Sustainable Urban Drainage (SUDs) techniques. The sites will store, on site, the peak discharge as appropriate and discharge a restricted flow to the combined sewer.

The following receptors have been considered for surface water runoff in order of preference. 1. Discharge by infiltration into ground—Discounted due to poor infiltration (made ground,

overlying clay) 2. Discharge into open surface water body—Applicable Solution but would involve braking

through the dock wall and permission from the regulating authorities. 3. Discharge into surface water sewer------- Applicable. Sewers Available 4. Discharge into combined sewer. —Not Applicable. No Sewers Available Site Catchment Area =0.07 Ha 4.5 The Storage Hierarchy The final SuDS design and selection will be based on the best suited solution for the proposed end use of the candidate site, and will divide the development into sub-catchments in line with the development construction phasing, where each collection system collects, cleans and stores the whole volume of rainfall and the resulting surface water runoff, prior to final discharge by part infiltration and part managed discharge into the adjacent watercourse, which will comprise of:

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• Interception Storage-Selected to encourage infiltration, evaporation and temporary storage to reduce the frequency of surface water runoff of 5mm of rainfall over the developed areas.

• Attenuation Storage-storage for the release at greenfield rate to be accommodated in below ground surface water features or open structures including swales, basins or ponds.

• Long-term Storage-storage of exceptional rainfall where the final part of the selected return period is directed to additional storage facilities.

4.6 Surface Water Management The SUDs selection criteria have been determined for a drainage solution best suited to the proposed land end use for both of the sites under consideration and which will eventually drain both foul and surface water to the combined sewer. The surface water management will be a combination of the following SuDS techniques/solutions.

4.6.1 Soakaways The use of conventional soakaways/infiltration for this method of surface water disposal will NOT be explored further for the site.

4.6.2 Block Paving Block paving to car parking /driveway areas would offer a 40% run-off retardance (depression storage) to the time of entry into the drainage system and would offer an improved hydraulic performance by mitigating the impact of surface water runoff. 4.6.3 Source Control To mitigate the impact of site urbanisation the surface water drainage system for the development will be designed based on the principles of CIRIA SuDS Manual C753, and to achieve a restricted and managed permissible discharge rate attenuation storage will be required. Discharge to a foul drainage will not be permitted.

4.7 Proposed Post Development Surface Water Runoff

The approach is to provide a managed discharge of surface water runoff with attenuation storage provided by below ground geo-cellular storage system.

The estimated runoff rates and volumes from the proposed impermeable catchment areas have been calculated using the Modified Rational (Wallingford) Method. This method allows estimation of the amount of runoff likely to be generated from the development proposals from a range of storm returns. Rainfall depths for various storm return periods have been produced using the Micro- Drainage Windes (Version 2015.1. Depth –Frequency-Duration) modelling functions have been used to calculate rainfall intensities for a specific return period. The MRM uses the following equation to calculate peak runoff rate from a given area: Q = 2.78 Cv CR i A Where: CV = Volumetric Runoff Coefficient

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Cr = 1.3 (Routing Coefficient) I = Rainfall Intensity (mm/hr) A = Area. 2.78 = Coefficient which accounts for the difference in units used for inputs and outputs of the equation.

The variable CV is a coefficient that describes the proportion of rainfall appearing on the surface water drainage system, CR is a routing coefficient added to the Rational Method to represent runoff characteristics of a particular site or area in a more accurate manner.

The Rational Method is recognized as oversimplifying the rainfall runoff process but it considered sufficiently accurate for runoff estimations for small catchment contributing areas. The main assumption being that the rainfall occurs at a uniform intensity for a duration equal to the time of concentration of the catchment and that the rainfall occurs over the entire catchment area, with the rainfall return period being the same as the runoff return period.

4.8 Design Approach Option1(Greenfield Rate) Ref: Appendix C Existing site pre-development area = 0.070 ha

Q = Based on a permissible discharge rate of 5 l/sec

Re-developed site area 0.065 ha A surface water discharge with a controlled rate of 5 l/sec entering the public sewer is estimated at 26m³ below ground storage for the 1 in 100-year (1.0%) storm event + 30% climate change for the re-developed area of 0.070 ha. Actual volume to be confirmed during detail drainage design Option 2 (Dock Outfall) Ref: Appendix C Design Note: The East Bute dock basin is located adjacent to the development proposals, this represents a large water body with a water level managed and controlled by Cardiff Harbour Authority to suit their operational requirements The impounded water level is normally controlled at 12m with the highest estimated level and 1.5 metre below the dock wall. Due to the very large freeboard capacity of the impounded area of water to accept an unfettered flow rate of water from the site and the fact that any rise in water level that could be attributed to run off would be a small addition to the evaporation/precipitation deficit and therefore there would be no requirement to attenuate and store surfaces water onsite prior to disposal into the dock. In order to implement this surface water drainage option would require permission to construct an outfall into the dock from the regulating authority. 5.0 Flooding

A review of the Environment Agency Flood Maps indicates that the proposed development site falls into category Zone A and C1 and a Flood Consequence Assessment (FCA) has been undertaken in support of planning by Ref: C2J Architects.

6.0 Surface Water Drainage – Exceedance Flows

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In line with the design criteria of dealing with exceedance flows the proposed buildings will not flood for storm events with a return period grater that 100 years plus climate change. In accordance with best practice (CIRIA C635 Designing for Exceedance), flood waters from storm events that exceed the design storm of 100years +cc will be channelled toward the lower areas of the site boundary. The proposed network modelling results based on the Simulation Criteria for a 100-year storm return period for a range of storm durations with the network at pipe full capacity, will indicate the points of storm water escape from the proposed drainage network.

The exceedance overland surface conveyance of the flood pathways (default pathways) are directed by design to effectively convey exceedance flow away from the building footprint to areas in the development car parking area low spots where temporary storage can be incorporated, this can be achieved by the relatively minor detail of kerb heights. 7.0 Pollution Prevention Water Quality and Treatment Stages The proposed surface water drainage system will improve the water quality from the development proposals, entering the public surface water sewer which ultimately outfalls to the ordinary watercourse which would have a degree of environmental sensitivity. This will be done by using a treatment chain where each subsequent system within the proposed drainage network is treated to improve water quality. Infiltration drainage methods are unsuitable for this development and therefore treatment of surface water prior to entering into the ground water has not been considered. The surface water treatment stage will depend on the potential hazards on the site and the sensitivity of the receiving water body to pollution. Catchment: Roof Water Hazard Level: Low Catchment: Basement Car Park, Externals Hazard Level: Low Roof water is considered low risk and therefore zero treatment is required. Basement Car Parking, Externals areas the risk is of infrequent light contamination and potential for small spills only and therefore below the recommended threshold limit for the provision of treatment with a compliant Class 1 By-pass separator with alarm. 8.0 Management Plan A management plan will be provided as part of the detailed design proposals which will include:

• A SuDS overview • A management statement to describe the SuDS scheme and set out a management aims for

the site, which will consider how the SuDS will perform and develop over time anticipating any additional maintenance tasks over and above those part of the drainage network adopted by DCWW.

• A maintenance schedule describing what work needs to be done and the frequency of the work

• A site plan indicating the maintenance areas, control points and outfalls. • Responsibility of the management of each element of the SuDS scheme

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9.0 Conclusion The proposal to develop the site with a residential development would consist of a surface water management strategy with a controlled discharge of 5 l/sec, passing forward into the public surface water sewer in Schooner Way or depending on granted permission to dispose of the surface water unfettered into the dock adjacent at the site boundary.

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Appendix A

Site Location Plan and Topographical Survey

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N

SC DESIGN BUILD LTD

SCHOONER WAY APARTMENTS,

CARDIFF

EXISTING TOPOGRAPHICAL SURVEY

13.09.17 RGP

LR

2

8

.

1

1

.

1

8

J.M

2

8

.

1

1

.

1

8

1:200 6537

P 6537/100 01

Preliminary layout

28

.1

1.1

8

MJ

LR

RG

P

scale @ A1

01

NOTES:

1. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS

NOTED OTHERWISE.

2. ALL LEVELS ARE SHOWN IN METRES UNLESS

NOTED OTHERWISE.

3. DO NOT SCALE FROM THE DRAWING. USE

FIGURED DIMENSIONS ONLY.

4. ANY DISCREPANCIES TO BE REPORTED

IMMEDIATELY TO THE ENGINEER.

5. THIS DRAWING TO BE READ IN CONJUNCTION

WITH ALL RELEVANT ARCHITECTS, ENGINEERS,

SUBCONTRACTORS AND SPECIALISTS DRAWINGS

AND SPECIFICATIONS.

scale @ A1

00 m2 4 6 8 10

SCALE 1:200

ORIGINAL DRAWING SIZE 841 x 594

10

100

20 NATURAL SCALE50

100mm

Sheet ACAD - A1 rev. C

drawn

status drg. no.

date

Title

rev.

checked approved

Project

ap

prvd

.

re

v.

dra

wn

ch

kd

.

da

te

description

Client

29 Bocam Park, Old Field Road, Pencoed, Bridgend CF35 5LJ.

Phone: 01656 863794 Email: enquiries@vale-consultancy.co.uk

P

R

E

L

IM

IN

A

R

Y

15

Appendix B

Sewer Records and Correspondence with DCWW

CONC 225 mm.

CI 200 mm.

B A

A

ST19751602

ST19750684ST19751603

ST19750605

ST19750709

ST19751601

ST19750604

ST197516050607

0606

1603

1601

0708

0607

160233479CELERITY DRIVE

SCHOONER WAY

Sewage

20

2a

32

4236

52

30

90

54 to 70

72 to 88

Bollard

Notes: Dwr Cymru Cyf gives this information as to the position of itsunderground apparatus by way of general guidance only onthe strict understanding that it is based on the best informationavailable and no warranty as to its correctness is relied uponin the event of excavations or other works made in the vicinityof the Company’s apparatus and any onus of locating theapparatus before carrying out any excavations rests entirelyon you. It must be understood that the furnishing of theinformation is entirely without prejudice to the provision of theNew Roads and Streetworks Act 1991 and of the Company’sright to be compensated for any damage to its apparatus.Service pipes are not generally shown but their presenceshould be anticipated.

Reproduced by permission of Ordnance Survey on behalf of HMSO. © Crown

copyright and database right 2008.All rights reserved.

Ordnance Survey License number 100019534.

EXACT LOCATIONS OF ALL APPARATUS TO BE

DETERMINED ON SITE.

Printed on:Printed by:

1:500Map scale:Map Ref:

LEGEND(Representative of most common features)

Private Sewer Transfer

Inspection ChamberLateral Drain

Whilst every reasonable effort has been taken to correctly record the pipe material of DCWW assets, there is a possibility that in some cases pipe material (other than Asbestos Cement or Pitch Fibre) may be found to be asbestos cement (AC) or Pitch Fibre (PF) . It is therefore advisable that the possible presence of AC or PF pipes be anticipated and considered as part of any risk assessment prior to excavation

16

Appendix C

Drainage Concept

Option 1 and Option 2

Bollard

BollardSCHOONER W

AY

CELERITY DRIVE

FELBRIDGE CLOSE

CELERITY DRIVE

MERVINIAN CLOSE

Bute East Dock

4

9

.

5

2

4

9

.

5

9

4

9

.

6

6

4

9

.

7

8

4

9

.

8

3

4

9

.

8

7

5

0

.

0

0

5

0

.

0

9

5

0

.

1

0

5

0

.

2

2

5

0

.

3

0

4

9

.6

2

4

9

.7

2

4

9

.7

6

4

9

.

7

8

4

9

.

7

9

4

9

.

8

1

4

9

.

8

1

4

9

.

7

8

4

9

.

6

3

4

9

.

5

9

4

9

.

5

4

4

9

.

5

3

4

9

.

4

5

4

9

.

7

8

4

9

.

7

9

4

9

.

8

7

4

9

.

8

0

4

9

.

8

9

4

9

.

8

7

4

9

.

8

2

4

9

.

6

8

5

0

.

2

3

5

0

.

1

9

5

0

.

1

7

5

0

.

1

3

5

0

.

0

9

4

9

.

9

9

4

9

.8

6

5

0

.

2

3

5

0

.

2

4

5

0

.

3

0

5

0

.

3

3

5

0

.

3

6

5

0

.

3

7

5

0

.1

9

5

0

.

1

2

5

0

.

0

3

4

9

.

9

8

4

9

.

9

1

4

9

.

8

9

4

9

.

8

1

4

9

.6

6

4

9

.

8

8

4

9

.

9

2

4

9

.

9

8

5

0

.

0

6

5

0

.

1

5

5

0

.

2

4

4

9

.

2

7

4

9

.

4

3

4

9

.

4

4

4

9

.

5

2

4

9

.

5

7

4

9

.

7

6

4

9

.

8

2

4

9

.

9

5

5

0

.

0

6

5

0

.

1

4

5

0

.1

9

5

0

.3

0

4

8

.

3

5

4

8

.

3

6

4

8

.

4

2

4

8

.

3

2

4

8

.

3

1

4

8

.

4

7

4

9

.

7

3

4

8

.

3

5

G

G

CL=

49.7

3m

MH

G

G

CL=

49.5

6m

MH

CL=

49.6

0m

MH

G

CL=

49.3

6m

ST

ST

FH

RS

ST

ST

ST

ST

ST

ST

ELE

C

ST

ST

ST

ST

ST

BT

LC

49.7

8

EA

VE

60.5

9

EA

VE

57.3

3

EA

VE

57.4

0

RID

GE

60.3

5

RID

GE

60.2

8

LC

LC

LC

Post

Post

48.2

7

48.3

2

48.2

6

Post

Post

Post

Post

48.2

8

48.3

3

48.3

0

Post

Post

Post

Post

Post

Post

BL

BL

BL

Spre

ad:6

.00

Girth

:0.3

Spre

ad:6

.00

Girth

:0.3

Spre

ad:6

.00

Girth

:0.3

BL

BL

BH

RID

GE

64.5

5

RID

GE

65.0

4

RID

GE

60.3

1

RID

GE

60.2

8

RID

GE

60.3

2

RID

GE

59.7

0

TW

=50.6

9

TW

=50.7

0

TW

=50.9

0

TW

=50.9

3

TW

=50.9

5

CL=

49.9

8m

MH

G

G

RS

BT

49.8

7

RS

ELE

C

ELE

C

BT

ST

LC

EA

VE

60.6

6

EA

VE

60.6

0

EA

VE

60.6

3

RID

GE

64.5

6

RID

GE

65.0

7

TW

=51.3

6

4

9

.

8

3

4

9

.9

1

4

9

.

9

8

4

9

.

9

6

4

9

.

9

4

4

9

.

6

2

4

9

.7

3

4

9

.

7

6

4

9

.

7

4

4

9

.

6

6

4

9

.

6

1

4

9

.

6

0

4

9

.

6

0

4

9

.

5

9

4

9

.5

6

4

9

.4

6

5

0

.4

7

5

0

.

4

2

5

0

.3

2

5

0

.2

7

5

0

.

1

9

5

0

.

0

8

4

9

.

6

5

4

9

.

5

7

4

9

.

5

5

4

9

.

3

8

49.77

4

9

.

9

5

5

0

.

0

1

5

0

.

0

3

5

0

.

0

9

5

0

.

1

6

5

0

.

2

5

5

0

.

3

2

4

9

.5

8

4

9

.7

1

4

9

.

7

1

4

9

.

7

3

4

9

.

7

3

4

9

.

7

4

4

9

.

7

9

4

9

.

8

7

4

9

.

8

8

4

9

.8

3

4

9

.

7

5

4

8

.

2

3

4

8

.

2

3

4

8

.

2

3

4

8

.

2

3

4

8

.

2

2

4

9

.

4

4

4

9

.

6

2

4

9

.

6

7

4

7

.

9

2

4

7

.

7

4

4

8

.

3

9

4

8

.

3

8

4

8

.

3

5

4

7

.

9

5

4

7

.

9

5

CL=

50.0

9m

MH

G

G

CL=

50.2

6m

MH

CL=

50.0

6m

MH

G

CL=

49.9

5m

MH

G

ST

W

W

ST

ST

ST

ST

ST

LC

RS

RS

PB

BIN

EA

VE

57.3

3

RID

GE

60.2

9

RID

GE

60.2

7

TW

=51.4

0

4

9

.

4

1

ST

3

TA

RM

AC

TA

RM

AC

TA

RM

AC

5

0

5

0

5

0

PARKING

26 Spaces

Res/Stairs

Bin Storage

Entrance

Car Park

Bicycle Storage

Retail Unit B Level 1 - 210 m2

( Total Retail B on Two Levels 360 m2 )

-

1

.

6

0

0

+

0

.

0

0

-

1

.

2

0

0

-

1

.

6

0

0

r

a

m

p

1

2

%

-

1

.

6

0

0

N

150Ø

150Ø

300Ø

300Ømm x 5.5m LONGTANKED SEWER.

INTERNALMANHOLE

EXMH-0606

ST19750605

EXMH-0607

ST19750604

EXMH-0607

ST19751605

EXMH-1601

ST19751602

EXMH-1602

ST19751601

SVP

SVP

SVP

SVP

SVP

SVP

SVP

SVP

EXISTINGPUMP

STATION

100/150 INTERNAL MANIFOLD RWPSIDE FIXED TO UNDERCROFT WALL

RWP

RWP

RWP

RWP

RWP

RWP

RWP

RWP

RWP

150Ø

TSO

YG

YG

YG

YG

ATTENUATION TANK WITH 42m³STORAGE VOLUME (1.5m DEEP TANK )100yr +CLIMATE CHANGE

HYDROBRAKE FLOW CONTROLCHAMBER 5L/S OUTFLOW

PROPOSED FOUL WATER DRAINAGE

PROPOSED SURFACE WATER DRAINAGE

DRAINAGE LEGEND

EXISTING SURFACE WATER DRAINAGE

EXISTING FOUL WATER DRAINAGE

EXISTING RISING MAIN

SVP

PROPSOED SOIL & VENT DROP PIPE - HIGHLEVEL PLUMBING FOR ABOVE FLOORS BYOTHERS.(TOTAL NUMBER & LOCATION TO BECONFIRMED WITH ARCHITECT)

RWP

PROPOSED RAINWATER PIPE(TOTAL NUMBER & LOCATION TO BE CONFIRMEDWITH ARCHITECT)

LINE DRAIN - ACO MD150 WITH D400HEALGUARD (O.S.A.) - TRAPPED SUMPOUTLET

TSO

TRAPPED YARD GULLY TO BE REMOVEDYG

DRAINAGE NOTES:

1. MH COVERS AND FRAMES TO CONFORM TO BS EN 124:-HIGHWAYS AND FOOTWAYS TO FRONT OF BUILDINGS (D400)-FOOTWAYS TO REAR OF BUILDINGS (C250)

2. TYPE S BEDDING AND SURROUND TO ALL PIPES EXCEPT INTHE FOLLOWING CIRCUMSTANCES, IN WHICH TYPE ZBEDDING AND SURROUND ARE TO BE USED:-IN BACK GARDENS OF HOUSES WHERE DEPTH TO CROWNOF PIPE IS LESS THAN 0.35m.-IN AREAS OF THE REAR OF FLATS AND PARKING WHEREDEPTH TO CROWN IS LESS THAN 0.9m.-IN AREAS OF ROAD WHERE DEPTH IS LESS THAN 1.2m.

3. ALL EXISTING MANHOLE INVERTS TO BE CHECKED ANDREPORTED TO THE ENGINEER PRIOR TO THECOMMENCEMENT OF DRAINAGE WORKS. EXISTING PIPECONNECTIONS ARE TO BE CCTV SURVEYED AND INSPECTEDBY THE ENGINEER AND LOCAL AUTHORITY. IF THE PIPECONNECTION IS FOUND TO BE DAMAGED OR IN DISTRESS,THE CONTRACTOR IS TO CARRY OUT REMEDIAL WORKS ORPROVIDE A NEW CONNECTION TO THE EXISTING SEWER(PIPE SIZE AND GRADIENT TO BE DETERMINED BY THEENGINEER.

4. THE GRADIENTS INDICATED AGAINST THE DRAIN RUNS AREAPPROXIMATE ONLY. THE CONTRACTOR SHALL INSTALLDRAINS TO THE INVERT LEVELS SHOWN FOR EACHMANHOLE OR OTHER INDICATED POSITION.

5. ALL PLOT FOUL DRAINAGE TO BE MINIMUM 100mm DIAMETERUNLESS OTHERWISE NOTED.

6. ALL ADOPTABLE DRAINAGE (150mm-600mm) TO BE TWINWALL UPVC PIPEWORK IN ACCORDANCE WITHBS-EN:13476-1:2007 AND TO ACHIEVE THE HAPASSPECIFICATION ISSUED BY THE BBA.

7. ALL JOINTING IN ACCORDANCE WITH MANUFACTURERSTECHNICAL ADVICE & SPECIFICATION.

8. ALL STORM WATER DRAINAGE TO BE A MINIMUM OF 150mmDIAMETER UNLESS OTHERWISE NOTED.

9. SOIL & VENT PIPE LOCATION AND NUMBER TO BECONFIRMED WITH ARCHITECT.

10. PRIOR TO ORDERING ANY MATERIALS THE CONTRACTOR ISTO CONFIRM MANUFACTURER/PIPE MATERIAL AND GRADEPROPOSED WITH WATER AUTHORITY.

11. TEMPORARY WORKS DESIGN BY OTHERS.

12. DESIGN RISK ASSESSMENTS AND METHOD STATEMENTSARE TO BE PROVIDED TO THE PRINCIPLE CONTRACTORPRIOR TO THE COMMENCEMENT OF ANY WORKS.

SC DESIGN BUILD LTD

SCHOONER WAY APARTMENTS,

CARDIFF

PROPOSED DRAINAGE CONCEPT

OPTION 1

13.09.17 RGP

LR

2

8

.

1

1

.

1

8

J.M

2

8

.

1

1

.

1

8

1:200 6537

P 6537/500 01

Preliminary layout

28

.1

1.1

8

MJ

LR

RG

P

scale @ A1

01

NOTES:

1. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS

NOTED OTHERWISE.

2. ALL LEVELS ARE SHOWN IN METRES UNLESS

NOTED OTHERWISE.

3. DO NOT SCALE FROM THE DRAWING. USE

FIGURED DIMENSIONS ONLY.

4. ANY DISCREPANCIES TO BE REPORTED

IMMEDIATELY TO THE ENGINEER.

5. THIS DRAWING TO BE READ IN CONJUNCTION

WITH ALL RELEVANT ARCHITECTS, ENGINEERS,

SUBCONTRACTORS AND SPECIALISTS DRAWINGS

AND SPECIFICATIONS.

scale @ A1

00 m2 4 6 8 10

SCALE 1:200

ORIGINAL DRAWING SIZE 841 x 594

10

100

20 NATURAL SCALE50

100mm

Sheet ACAD - A1 rev. C

drawn

status drg. no.

date

Title

rev.

checked approved

Project

ap

prvd

.

re

v.

dra

wn

ch

kd

.

da

te

description

Client

29 Bocam Park, Old Field Road, Pencoed, Bridgend CF35 5LJ.

Phone: 01656 863794 Email: enquiries@vale-consultancy.co.uk

P

R

E

L

IM

IN

A

R

Y

Retail Units

Offices

living -dining

mark shepherd

mark shepherd

mark shepherd

Parking

Schooner Way

Atlantic WarfParking

Consent scheme max. height

Consent scheme gen. height

+8.500

+7.500

+3.900

+6.750

+9.600

+1.050

+0.00

(+49.66)

-1.200

(+48.31)

-1.600

(+47.92)

mark shepherd

bedroombathroom

A

A1

B C DD1

-3.600(+45.92)[WL:6.0]

Manifold

RWP

SC DESIGN BUILD LTD

SCHOONER WAY APARTMENTS,

CARDIFF

PROPOSED SECTION

THROUGH PROPOSED BUILDING

13.09.17 RGP

LR

2

8

.

1

1

.

1

8

J.M

2

8

.

1

1

.

1

8

1:100 6537

P 6537/501 01

Preliminary layout

28

.1

1.1

8

MJ

LR

RG

P

scale @ A1

01

NOTES:

1. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS

NOTED OTHERWISE.

2. ALL LEVELS ARE SHOWN IN METRES UNLESS

NOTED OTHERWISE.

3. DO NOT SCALE FROM THE DRAWING. USE

FIGURED DIMENSIONS ONLY.

4. ANY DISCREPANCIES TO BE REPORTED

IMMEDIATELY TO THE ENGINEER.

5. THIS DRAWING TO BE READ IN CONJUNCTION

WITH ALL RELEVANT ARCHITECTS, ENGINEERS,

SUBCONTRACTORS AND SPECIALISTS DRAWINGS

AND SPECIFICATIONS.

scale @ A1

00 1000 2000 3000 4000 5000

SCALE 1:100

mm

ORIGINAL DRAWING SIZE 841 x 594

10

100

20 NATURAL SCALE50

100mm

Sheet ACAD - A1 rev. C

drawn

status drg. no.

date

Title

rev.

checked approved

Project

ap

prvd

.

re

v.

dra

wn

ch

kd

.

da

te

description

Client

29 Bocam Park, Old Field Road, Pencoed, Bridgend CF35 5LJ.

Phone: 01656 863794 Email: enquiries@vale-consultancy.co.uk

P

R

E

L

IM

IN

A

R

Y

Bollard

Bollard

SCHOONER WAY

CELERITY DRIVE

FELBRIDGE CLOSE

CELERITY DRIVE

MERVINIAN CLOSE

Bute East Dock

4

9

.

5

2

4

9

.

5

9

4

9

.

6

6

4

9

.

7

8

4

9

.

8

3

4

9

.

8

7

5

0

.

0

0

5

0

.

0

9

5

0

.

1

0

5

0

.

2

2

5

0

.

3

0

4

9

.6

2

4

9

.7

2

4

9

.7

6

4

9

.

7

8

4

9

.

7

9

4

9

.

8

1

4

9

.

8

1

4

9

.

7

8

4

9

.

6

3

4

9

.

5

9

4

9

.

5

4

4

9

.

5

3

4

9

.

4

5

4

9

.

7

8

4

9

.

7

9

4

9

.

8

7

4

9

.

8

0

4

9

.

8

9

4

9

.

8

7

4

9

.

8

2

4

9

.

6

8

5

0

.

2

3

5

0

.

1

9

5

0

.

1

7

5

0

.

1

3

5

0

.

0

94

9

.

9

9

4

9

.8

6

5

0

.

2

3

5

0

.

2

4

5

0

.

3

0

5

0

.

3

3

5

0

.

3

6

5

0

.

3

7

5

0

.1

9

5

0

.

1

2

5

0

.

0

3

4

9

.

9

8

4

9

.

9

1

4

9

.

8

9

4

9

.

8

1

4

9

.6

6

4

9

.

8

8

4

9

.

9

2

4

9

.

9

8

5

0

.

0

6

5

0

.

1

5

5

0

.

2

4

4

9

.

2

7

4

9

.

4

3

4

9

.

4

4

4

9

.

5

2

4

9

.

5

7

4

9

.

7

6

4

9

.

8

2

4

9

.

9

5

5

0

.

0

6

5

0

.

1

4

5

0

.1

9

5

0

.3

0

4

8

.

3

5

4

8

.

3

6

4

8

.

4

2

4

8

.

3

2

4

8

.

3

1

4

8

.

4

7

4

9

.

7

3

4

8

.

3

5

G

G

CL=

49.7

3m

MH

G

G

CL=

49.5

6m

MH

CL=

49.6

0m

MH

G

CL=

49.3

6m

ST

ST

FH

RS

ST

ST

ST

ST

ST

ST

ELE

C

ST

ST

ST

ST

ST

BT

LC

49.7

8

EA

VE

60.5

9

EA

VE

57.3

3

EA

VE

57.4

0

RID

GE

60.3

5

RID

GE

60.2

8

LC

LC

LC

Post

Post

48.2

7

48.3

2

48.2

6

Post

Post

Post

Post

48.2

8

48.3

3

48.3

0

Post

Post

Post

Post

Post

Post

BL

BL

BL

Spre

ad:6

.00

Girth

:0.3

Spre

ad:6

.00

Girth

:0.3

Spre

ad:6

.00

Girth

:0.3

BL

BL

BH

RID

GE

64.5

5

RID

GE

65.0

4

RID

GE

60.3

1

RID

GE

60.2

8

RID

GE

60.3

2

RID

GE

59.7

0

TW

=50.6

9

TW

=50.7

0

TW

=50.9

0

TW

=50.9

3

TW

=50.9

5

CL=

49.9

8m

MH

G

G

RS

BT

49.8

7

RS

ELE

C

ELE

C

BT

ST

LC

EA

VE

60.6

6

EA

VE

60.6

0

EA

VE

60.6

3

RID

GE

64.5

6

RID

GE

65.0

7

TW

=51.3

6

4

9

.

8

3

4

9

.9

1

4

9

.

9

8

4

9

.

9

6

4

9

.

9

4

4

9

.

6

2

4

9

.7

3

4

9

.

7

6

4

9

.

7

4

4

9

.

6

6

4

9

.

6

1

4

9

.

6

0

4

9

.

6

0

4

9

.

5

9

4

9

.5

6

4

9

.4

6

5

0

.4

7

5

0

.

4

2

5

0

.3

2

5

0

.2

7

5

0

.

1

9

5

0

.

0

8

4

9

.

6

5

4

9

.

5

7

4

9

.

5

5

4

9

.

3

8

49.77

4

9

.

9

5

5

0

.

0

1

5

0

.

0

3

5

0

.

0

9

5

0

.

1

6

5

0

.

2

5

5

0

.

3

2

4

9

.5

8

4

9

.7

1

4

9

.

7

1

4

9

.

7

3

4

9

.

7

3

4

9

.

7

4

4

9

.

7

9

4

9

.

8

7

4

9

.

8

8

4

9

.8

3

4

9

.

7

5

4

8

.

2

3

4

8

.

2

3

4

8

.

2

3

4

8

.

2

3

4

8

.

2

2

4

9

.

4

4

4

9

.

6

2

4

9

.

6

7

4

7

.

9

2

4

7

.

7

4

4

8

.

3

9

4

8

.

3

8

4

8

.

3

5

4

7

.

9

5

4

7

.

9

5

CL=

50.0

9m

MH

G

G

CL=

50.2

6m

MH

CL=

50.0

6m

MH

G

CL=

49.9

5m

MH

G

ST

W

W

ST

ST

ST

ST

ST

LC

RS

RS

PB

BIN

EA

VE

57.3

3

RID

GE

60.2

9

RID

GE

60.2

7

TW

=51.4

0

4

9

.

4

1

ST

3

TA

RM

AC

TA

RM

AC

TA

RM

AC

5

0

5

0

5

0

PARKING

26 Spaces

Res/Stairs

Bin Storage

Entrance

Car Park

Bicycle Storage

Retail Unit B Level 1 - 210 m2

( Total Retail B on Two Levels 360 m2 )

-

1

.

6

0

0

+

0

.

0

0

-

1

.

2

0

0

-

1

.

6

0

0

r

a

m

p

1

2

%

-

1

.

6

0

0

N

150Ø

150Ø

300Ø

300Ømm x 5.5m LONGTANKED SEWER.

INTERNALMANHOLE

EXMH-0606

ST19750605

EXMH-0607

ST19750604

EXMH-0607

ST19751605

EXMH-1601

ST19751602

EXMH-1602

ST19751601

SVP

SVP

SVP

SVP

SVP

SVP

SVP

SVP

EXISTINGPUMP

STATION

NEW SURFACE WATER OUTFALLINTO EXISTING DOCK WITH FLAPVALVE TO DOCK FACE

RWP

RWP

RWP

RWP

RWP

RWP

RWP

RWP

RWP

150Ø

NEW DRAINAGE RUN OFFFROM PODIUM LEVEL

TSO

YG

YG

YG

YG

AREA REQUIRING PERMITTEDACTIVITY FROM REGULATINGAUTHORITY (ABP & CARDIFF CITYCOUNCIL)

PROPOSED FOUL WATER DRAINAGE

PROPOSED SURFACE WATER DRAINAGE

DRAINAGE LEGEND

EXISTING SURFACE WATER DRAINAGE

EXISTING FOUL WATER DRAINAGE

EXISTING RISING MAIN

SVP

PROPSOED SOIL & VENT DROP PIPE - HIGHLEVEL PLUMBING FOR ABOVE FLOORS BYOTHERS.(TOTAL NUMBER & LOCATION TO BECONFIRMED WITH ARCHITECT)

RWP

PROPOSED RAINWATER PIPE(TOTAL NUMBER & LOCATION TO BE CONFIRMEDWITH ARCHITECT)

LINE DRAIN - ACO MD150 WITH D400HEALGUARD (O.S.A.) - TRAPPED SUMPOUTLET

TSO

TRAPPED YARD GULLY TO BE REMOVEDYG

DRAINAGE NOTES:

1. MH COVERS AND FRAMES TO CONFORM TO BS EN 124:-HIGHWAYS AND FOOTWAYS TO FRONT OF BUILDINGS (D400)-FOOTWAYS TO REAR OF BUILDINGS (C250)

2. TYPE S BEDDING AND SURROUND TO ALL PIPES EXCEPT INTHE FOLLOWING CIRCUMSTANCES, IN WHICH TYPE ZBEDDING AND SURROUND ARE TO BE USED:-IN BACK GARDENS OF HOUSES WHERE DEPTH TO CROWNOF PIPE IS LESS THAN 0.35m.-IN AREAS OF THE REAR OF FLATS AND PARKING WHEREDEPTH TO CROWN IS LESS THAN 0.9m.-IN AREAS OF ROAD WHERE DEPTH IS LESS THAN 1.2m.

3. ALL EXISTING MANHOLE INVERTS TO BE CHECKED ANDREPORTED TO THE ENGINEER PRIOR TO THECOMMENCEMENT OF DRAINAGE WORKS. EXISTING PIPECONNECTIONS ARE TO BE CCTV SURVEYED AND INSPECTEDBY THE ENGINEER AND LOCAL AUTHORITY. IF THE PIPECONNECTION IS FOUND TO BE DAMAGED OR IN DISTRESS,THE CONTRACTOR IS TO CARRY OUT REMEDIAL WORKS ORPROVIDE A NEW CONNECTION TO THE EXISTING SEWER(PIPE SIZE AND GRADIENT TO BE DETERMINED BY THEENGINEER.

4. THE GRADIENTS INDICATED AGAINST THE DRAIN RUNS AREAPPROXIMATE ONLY. THE CONTRACTOR SHALL INSTALLDRAINS TO THE INVERT LEVELS SHOWN FOR EACHMANHOLE OR OTHER INDICATED POSITION.

5. ALL PLOT FOUL DRAINAGE TO BE MINIMUM 100mm DIAMETERUNLESS OTHERWISE NOTED.

6. ALL ADOPTABLE DRAINAGE (150mm-600mm) TO BE TWINWALL UPVC PIPEWORK IN ACCORDANCE WITHBS-EN:13476-1:2007 AND TO ACHIEVE THE HAPASSPECIFICATION ISSUED BY THE BBA.

7. ALL JOINTING IN ACCORDANCE WITH MANUFACTURERSTECHNICAL ADVICE & SPECIFICATION.

8. ALL STORM WATER DRAINAGE TO BE A MINIMUM OF 150mmDIAMETER UNLESS OTHERWISE NOTED.

9. SOIL & VENT PIPE LOCATION AND NUMBER TO BECONFIRMED WITH ARCHITECT.

10. PRIOR TO ORDERING ANY MATERIALS THE CONTRACTOR ISTO CONFIRM MANUFACTURER/PIPE MATERIAL AND GRADEPROPOSED WITH WATER AUTHORITY.

11. TEMPORARY WORKS DESIGN BY OTHERS.

12. DESIGN RISK ASSESSMENTS AND METHOD STATEMENTSARE TO BE PROVIDED TO THE PRINCIPLE CONTRACTORPRIOR TO THE COMMENCEMENT OF ANY WORKS.

SC DESIGN BUILD LTD

SCHOONER WAY APARTMENTS,

CARDIFF

PROPOSED DRAINAGE CONCEPT

OPTION 2

13.09.17 RGP

LR

2

8

.

1

1

.

1

8

J.M

2

8

.

1

1

.

1

8

1:200 6537

P 6537/503 01

Preliminary layout

28

.1

1.1

8

MJ

LR

RG

P

scale @ A1

01

NOTES:

1. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS

NOTED OTHERWISE.

2. ALL LEVELS ARE SHOWN IN METRES UNLESS

NOTED OTHERWISE.

3. DO NOT SCALE FROM THE DRAWING. USE

FIGURED DIMENSIONS ONLY.

4. ANY DISCREPANCIES TO BE REPORTED

IMMEDIATELY TO THE ENGINEER.

5. THIS DRAWING TO BE READ IN CONJUNCTION

WITH ALL RELEVANT ARCHITECTS, ENGINEERS,

SUBCONTRACTORS AND SPECIALISTS DRAWINGS

AND SPECIFICATIONS.

scale @ A1

00 m2 4 6 8 10

SCALE 1:200

ORIGINAL DRAWING SIZE 841 x 594

10

100

20 NATURAL SCALE50

100mm

Sheet ACAD - A1 rev. C

drawn

status drg. no.

date

Title

rev.

checked approved

Project

ap

prvd

.

re

v.

dra

wn

ch

kd

.

da

te

description

Client

29 Bocam Park, Old Field Road, Pencoed, Bridgend CF35 5LJ.

Phone: 01656 863794 Email: enquiries@vale-consultancy.co.uk

P

R

E

L

IM

IN

A

R

Y

17

Appendix D

Proposed Development Layout