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:

Gelynog Yard Depot,

Castellau Road,

Beddau

CF38 2RA

Prepared for:

Newydd Housing

November 2018

REF: 8559

2

Document Control

Project Drainage Strategy, for a Proposed Residential Development at Gelynog yard, Castellau Road, Beddau.

Client Newydd Housing

Vale Consultancy Ref: 8559

Document Checking:

Prepared By: R.Powell Signed:

Checked By: L.Roberts Signed:

Verified By: M Jones Signed:

Issue Date Status

1 06th November 2018 First issue

3

CONTENTS

Appendices Appendix A Site Location Plan and Topographical Survey Appendix B Sewer Records. Appendix C Proposed Drainage Layout Appendix D Proposed Development Layout Appendix E NRW Flood Maps

1. Introduction

2. Background 3. Proposed Foul Water Drainage 4. Proposed Surface Water Drainage

5. Discharge Method

6. Surface Water Drainage -Exceedance Flows

7. Pollution Prevention

8. Flooding

9. Conclusion

10. Surface Water Drainage Maintenance Strategy

4

1.0 Introduction

Vale Consultancy are the appointed civil and structural engineers by Newydd housing to produce a drainage strategy in support of a planning application to develop a previous developed site” Brownfield” at Gelynog Yard, Castellau Road, Beddau, Vale of Glamorgan, CF38 2RA, for residential use which will comprise of the construction of 18 Dwellings (consisting of 10 No Semi-detached dwellings with private gardens, integral garages, car parking areas with 8 No. apartments within 4 housing units and access road). NGR: ST055852. Ref: Appendix A.

The proposed development is sited on land which measures approximately 0.3420 ha and the site is located central of Beddau (South of Ysgol Gyfun Bryn Celynnog). The site is currently a disused bus depot (Maisey Mini Buses). External areas to the site are predominantly hard paved in a mix of concrete and macadam the use of which is parking. There is no evidence of positive drainage to the site and is thought to overrun into the adjacent landscape areas.

The drainage strategy covers the hydraulic design criteria of the separate foul and surface water drainage network serving the development expectations of the development proposals, associated external works/estate roads and landscaping to the development proposals.

1.1 Limitations This drainage strategy report and feasibility study is prepared in support of a planning application to Vale of Glamorgan planning.

2.0 Background The candidate site is a previously developed site and the site area is predominantly large impermeable hardstanding to the site (hard standing and buildings). As the proposed development is located on a site which is developed the classification would be considered as” Brownfield.”

2.1 The Site

The site topography as surveyed (provided by Robertson Francis Architects) shows the ground levels to average 118.03.00m AOD at the properties down to the Northern boundary to about 109.97 AOD at the southern boundary adjacent to the ditch. The FFL of the buildings varies from 111.500m AOD for plots 1-4, 110.750 AOD for Apartments 5-12 and for the plots 13-18. There is an ordinary watercourse at the eastern boundary of the site and within the site demise, therefore riparian ownership rights will apply.

2.2 Public Sewers

A review of the DCWW sewer maps indicates that the area is not served. Following investigation and confirmation with DCWW the nearest foul chamber is 250m to the East of the main entrance to the site, within Castellau Road. The depth of the chamber has not been confirmed

It is intended for the surface water drainage to infiltrate to permeable paving system. The foul water drainage for the site will be collected and pumped to a wastewater treatment plant and discharge into the watercourse directly east of the site. The new drainage will be in accordance with the best practice methods of design identified within Part H of the Building Regulations and Sewers for Adoption 7th Edition.

5

No existing public sewers are recorded within the site demise. Ref: Dwr Cymru Welsh Water (DCWW) sewer plans, and the site currently disposes waste water by a non-mains system..: Ref Appendix B.

3.0 Proposed Foul Water Drainage (Ref: Appendix C.) 3..1. Disposal Waste Water A number of options have been investigated for the disposal of wastewater emanating from the development proposals, in order of priority. 3.1.1 Public Sewers Planning Policy Wales Section 12.4.2 states that “Development proposals in sewered areas must connect to the main sewer, and it will be necessary for developers to demonstrate that it is not reasonable to connect to the mains”. Also, government guidelines on private drainage in WG Circular 008/2108 stresses that the first presumption must be to provide a system for foul drainage discharging onto a public sewer. A review of DCWW sewer records indicates that the nearest public sewer asset, which is combined is approximately 250 linear metres to the east of the site and located in the public highway. The sites average level is 110.0m AOD and the cover level of the identified connection manhole is 128.8 m AOD, a rise of 16.5 mtrs (assuming an invert level of 1.5 mtrs below cover level). Disposal of wastewater to the combined sewer would require the use of pumps. Pumping requirement will involve the ongoing energy and maintenance requirements of pumping waste water and the risks associated with failure. The design/ layout and construction of the pumping station built to the standards of Sewers for Adoption 7th would position the pumping station at the focal point of the site entrance in the proposed open space. Out-turn costs for providing a wastewater pumping station with rising main and termination manhole prior to connection to the combined sewer are estimate to be in the region of £125k-£130k Sewer requisitioning under Section 98 of the Water Industry Act (WIA) 1991 be a protracted process and the costs to be borne by the developer would still apply. Consequently, having taken account of costs and practicability a connection to the mains sewer is not feasible and it has been demonstrated that it is not reasonable to connect to the mains. 3.1.2 Non-Mains Sewerage Disposal The use of a packed waste water treatment plant is proposed the siting of which will comply to the Building Regulations Part H2 1:54. The foul water drainage serving the development proposals will gravitated to the WwTW and the treated effluent will discharger to the adjacent watercourse via a small privately maintained packaged pump lift station. The sizing and specification of the of the unit will be by the specialist supplier of the WwTW.

6

Small sewerage discharges are regulated by the Environmental Permitting (England & Wales) Regulation 2010 (EPR) as amended by the Environmental Permitting (England & Wales) amendment Regulations 2014. The amended regulations are deregulatory and simplify how the exemptions from the requirement for environmental permit are managed for small sewage discharges. Providing certain criteria are met there is now no requirement to register sewage treatment plant, keep maintenance records for 5 years and to notify the Environment Agency (EA) if the small sewage discharge ceases.

From 1st January 2015, if a property was not connected to the public sewerage system the protocol is to either apply for a permit or qualify for an exemption for discharge.

The exemption of a treatment plant must follow the general binding rules which are, the system: • Does not pollute surface of ground water • Is maintained in accordance with the manufacturer’s instructions • Is regularly de-sludged • Is used for domestic sewage only

The proposed installation of a new sewage packaged treatment plant serving the development proposals will discharge treated effluent to the identified watercourse less than 5 cu mtrs per day and therefore qualifies for an exemption of permitting. It is proposed to improve the bed of the watercourse along the length adjacent to the site.

Sewage treatment plant to achieve a treated effluent quality of:

• 20 mg/I BOD, • 30mg/l Suspended Solids • 20mg/l Ammonia on a 95% basis.

An environment permit will be required with the NRW prior to the work being commenced on site. as the exemption registration is above the 5 cu mtrs per day. 3.1.3 Summary An adequate system of foul water drainage shall be provided to carry foul water from appliances within the building to one of the following in order of priority: (1) public Sewer: not reasonably practicable (2) private sewer: not reasonably practicable (3) sewage treatment system: Considered acceptable with watercourse directly to the East of the site

boundary (4) septic tank: not considered as no room for drainage fields (5) cesspool: discounted as not practicable 3.2 Design Flow Rates from Proposed Development to a Packaged Treatment Plant BCA Technical Guidance Note 15

Category of Building: Semi-Detached Dwelling

Wastewater Flows based on:

• No of residential units) 18 No- where the total persons is 26-50P

7

• Reduction due to balancing effects on daily flow of a group of houses by 0.8 to give an adjusted P value.

Total daily flow = 50P x 0.8= 40P Therefore, the total daily foul water flow of 180 L/person/day emanating from the domestic dwellings. = 40 Px180liters /person= 7,200 LITRES With a BOD -60 grams /person/activity/day =40 P x 60 =2,400 grams Ammonia -8 grams /person/activity /day =40P x 8=320 grams

7,200 l/day total flow / 1000 = 7.2 cubic metres per day effluent discharge. 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 peak flow, and so the ratio of peak to average flow generally decreases from top to bottom of the new drainage network.

After site clearance, a new gravity drainage system serving the development proposals will be constructed. The design options for the proposed foul water layout serving the development expectations are as follows:

3.3 Design Proposal The foul water design solution would consist of a total gravitational drainage system. The site foul water drainage would gravitate to the proposed waste water treatment plant manhole to the north east of the site prior to discharging into the Watercourse.

Design note: Confirmation of the invert level of the connection manhole is a critical consideration prior to the detail design process as this value will have a direct influence of the drainage layout, however based on the available data of a sewer depth of 1.3m a total gravitational drainage system is achievable.

Any offsite work regarding drainage will involve the application to Vale of Glamorgan for a licence 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.

4.0 Proposed Surface Water Drainage (Ref: Appendix C) 4.1 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 onsite.

8

The first is the geological constraints determined by the underlying geology, and percolation testing to BRE 365 has been undertaken and the results has determined that the infiltration characteristics of the soil to be low.

The second is the physical constraints determined by land use and the proposed masterplan. Building regulations requires a minimum 5m standoff distance from any structure, building or public highway. 4.1 Background

The Flood and Water Management Act 2010 establishes a Sustainable Drainage Systems Approving Body in Unitary or County Councils set for 7th January 2019. This body must approve drainage systems in new developments and re-developments before construction begins. Therefore, 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 plus 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.

The site is developed land and therefore classified as “Brownfield”.

No public surface water sewers have been identified local to the site. However, the surface water runoff from the site effectively drains to the watercourse.

The existing depot building will be demolished to realise the development. Therefore, it is proposed to drain development the surface water drainage with principles and objectives of a sustainable drainage system (SuDS).

4.3 Site Characteristics-Pre-Development

The pre-developed site surface consists mainly of impermeable surfaces of the depot building and hard standing. A detailed site investigation report has not been carried out and therefore no infiltration testing is available. However, Terrafirma have been instructed to carry out and site investigation and part of the site investigation will undertake soakaway infiltration/percolation tests were carried out consistent and in accordance with BRE Digest 365.

In compliance with the Welsh Government publication 2017 titled “Recommended non-statutory standards for sustainable drainage (SuDS) in Wales-designing, constructing, operating and maintaining surface water drainage systems” Surface water runoff destination have been considered in order of Priority Level. The following receptors have been considered for surface water runoff in order of preference. 1.0 Discharge by infiltration into ground

Percolation test results to be carried out in the site Investigation work (results awaited.) 2.0 Discharge into open surface water body

Applicable, watercourse/waterbody near the site. 3.0 Discharge into surface water sewer, highway drain, or other drainage system Not Applicable – No records of Highway drainage within Castellau Road 4.0 Discharge into combined sewer. Not Applicable. Existing offsite drain available but not reasonable of practicable to provide drian

4.4 Surface Water Runoff Destination

9

4.5 Post -Development Surface Water Drainage: Appendix C

4.6 Urban Surface Water Management

4.6.1 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.

The use of a modular Geocellular storage systems in areas of the external works (Access road, driveways). The system of water management will be utilisation of attenuation tanks within the drainage network and with the use of Flow Control devices downstream. The water is temporarily stored within the tanks during storm events and is discharged at the reduced flows indicated on the drainage layout.

5.0 Discharge Method

5.1 Proposed Post Development Surface Water Runoff

The approach is to provide a managed discharge of surface water runoff with attenuation storage using geo-cellular tank system.

The estimated runoff rates and volumes from the pre-developed 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 design approach of the post development surface water drainage strategy will be based on the flowing recommendations contained within the following publications: The Welsh Government Publication Titled:” Recommended non-statutory standards for sustainable drainage (SUDs) in Wales -designing, constructing, operating and maintaining surface water drainage” systems published in January 2017: G2:24. Runoff rate for previously developed sites “Brownfield” “should be measured against the performance of the pre-developed site., less a 30% Betterment as an absolute minimum. In accordance with best practice, Runoff rate for previously developed sites should mimic the or the mean average peak flow rate (QBAR) whichever is the greater. Greenfield rate based on 2 l/sec/ha. 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 site will store, on site, the peak discharge as appropriate and discharge a restricted flow of 2 L/s.

The SUDs selection criteria have been determined for a drainage solution best suited to the proposed land end use of the area under consideration, and draining to the existing watercourse.

10

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 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.

5.2 Design Approach

Proposed Runoff = Based on a permissible discharge rate of a Betterment through the permeable paving or /and Geocelluarlar Storage units, oversize pipes and vortex flow control device limited to 2 L/s.

A surface water discharge will have a controlled rate of entering the boundary watercourse .

5.3 Three Annual probabilities merit specific consideration: 100%, 3.33% and 1%

The 100% annual probability (once in one-year event) is the highest probability event to be specifically considered to ensure that the flows to the ordinary watercourse are tightly controlled for these frequent events The 3.33% annual probability (1 in 30-year event) is of importance because of the linkage with the level of service requirements of Sewers for Adoption that requires surface water sewers can convey this storm event within the drainage network without causing flooding to any part of the site.

• Existing site pre-development area = 0.65ha Existing site catchment area and runoff 976m2 x 0.014 = 13.6l /sec (all of which does not enter the watercourse

11

The 1% annual probability (1 in 100-year event) has been selected since it represents the boundary between high and medium risk of fluvial flooding defined in TAN 15 and recognises it is not practicable to fully limit flows for the most extreme storm events. Also, during storm events of this magnitude, the capacity of the surface water drainage system may be inadequate, however the. floor levels of the proposed buildings will be flood free. Flood flows up to 1% annual probability are contained within the site and will have little material impact in terms of nuisance and damage. Overland flood flows within the site have been assessed for the short high intensity rainfall events of between 15 mins and 1-hour duration.

5.4 Surface Water Drainage Strategy (Ref: Appendix D)

As part of the new drainage strategy we are proposing the following: • The system is designed not to flood any part of the site in a 1:100 year + 30% climate change return period design storm. • The development drainage system will be a managed gravity system and will be privately managed within site boundary. During the detailed design process, the proposed network will be simulated by the industry standard drainage design computer software, Micro Drainage - WinDes. WinDes applies the MRM, analysing each pipe on an individual basis for all storm durations between 15 and 1440 mins (1 day) Assumptions: • Design Criteria site with average ground slope less than 1% • Global time of entry 5 mins • Minimum velocity 0.75m/sec • All roof areas and hardscaping to be 100% impermeably • Hydraulic pipe roughness 0.6 Ks. Part H of the Building Regulations and current best practice requires a sequential approach for the disposal of surface water and requires the first choice of surface water disposal to be discharge to infiltration systems where practicable.

6.0 Surface Water Drainage – Exceedance Flows 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 soft landscaping within 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 buildings to areas in the development low spots where temporary storage can be incorporated, this can be achieved by the relatively minor detail of kerb heights.

7.0 Pollution Prevention

12

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 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: Access Road, Car Park (less than 50 spaces), Externals Hazard Level: Low Roof water is considered low risk and therefore zero treatment is required.

8.0 Flooding

Vale Consultancy have undertaken a qualitative appraisal of flood risk on site, as required under PPW TAN 15 and based on the findings of the sourced information the site is outside the NRW Flood Zone 2 (Zone C) envelope and therefore unaffected by the fluvial 1 in 100 and 1 in 1000-year flood events.

A stage 3 FCA will not be required. Ref: Appendix E.

• Flooding from Sea: considered low due to proximity and elevation of the site relative to Penarth

Haven • Fluvial Flooding: considered low • Pluvial Flooding: considered low • Flooding from Groundwater: is considered low • Flooding from Sewers: indicates that there is a low risk of flood as no surface water are indicated

in the vicinity of the site. • Flooding from Reservoirs, Canals and other artificial Water Bodies: is considered low as there are

no reservoirs, canals or artificial water bodies that could impact the site in the event of breach/failure should occur.

9.0 Conclusions The proposal to re-develop the site would consist of a source control surface water management strategy, limiting the discharge passing forward into the offsite drainage system. The proposed surface water drainage scheme will ensure no increase in runoff over the lifetime of the development. The on-site development foul and surface water drainage will remain a separate.

Depending of the infiltration results further demonstration will be required regarding the Priority Level of surface water discharge destinations.

13

Works within the ordinary watercourse is an activity which will require consent from the Lead Land Drainage Authority (LLDA) under the provisions of under Section 23 of the Land Drainage Act 1991 10.0 Surface Water Drainage Maintenance Strategy The Typical Proposed Maintenance regime is tabled below:

Item Method Return Period Drainage Network CCTV Survey and pressure testing on

hand over N/A

Regu

lar A

ctiv

ity

Main Silt traps Inspection carried out from surface Inspection 6 months

Linear Drainage Sump Units Inspection – Cover Plate removed with key

Inspection – 3 months

Gullies Inspection - Cover plate removed with key

Inspection 3 months

Main Silt traps Maintenance – Empty silt trap either manually (via ladder access) or pumped from surface (via gully sucker)

Linear Drainage Sumps Maintenance – Empty as inspection by hand

Maint – 12 mths

Gullies Maintenance – Empty as inspection by hand

Maint – 12 mths

Note@ Quarterly monitoring regime suggested for linear drainage sumps and gully pots due to the increased likely hood of blockages from the trash (crisp packets etc) and international blocking dur to the vandalism. It may be found that this return period is greater than required.

Little maintenance for the Hydro brake flow control device is required as there are no moving parts. Experience has shown that if they do block its at the intake – The device is fitted with a pivoting by pass door which allows the manhole chamber to be drained down should blockages appear. Silt traps have been installed upstream of the surface water network – however 6 monthly inspection is advised. The geo-cellular system themselves are not designed to be accessible however traps are placed upstream to intercept silt and manholes positioned to assist system flushing.

14

Appendix A

Site Location Plan and Topographical Survey

N

NEWYDD HOUSING

GELYNOG YARD DEPOT

SITE LOCATION PLAN

26.10.18 RGP

LR

2

6

.

1

0

.

1

8

JM

2

6

.

1

0

.

1

8

1:1250 8559

P 8559/100 01

-

--

LR

RG

P

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 mmm12.5 25 37.5 50 62.5

SCALE 1:1250

ORIGINAL DRAWING SIZE 841 x 594

10

100

20 NATURAL SCALE

50100mm

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

re

lim

in

a

ry

Is

s

u

e

STN1

STN2

STN3

STN4

1

1

2

.3

1

1

1

2

.3

2

111.2

4

111.4

1

1

1

1

.

4

3

1

1

1

.

4

1

1

1

1

.

4

5

1

1

1

.

6

4

1

1

1

.

4

9

1

1

1

.

4

9

1

1

1

.

1

0

1

1

1

.

0

4

1

1

0

.

7

8

1

1

0

.6

9

1

1

1

.

0

1

1

1

2

.0

4

1

1

2

.

4

4

1

1

2

.

7

9

1

1

1

.

3

9

1

1

1

.3

8

1

1

1

.3

3

1

1

0

.

2

7

110.24

110.3

0

110.4

7

1

1

0

.6

4

1

1

0

.

8

7

1

1

1

.

1

1

111.23

1

1

1

.

3

1

EP

1

1

0

.

5

7

1

1

0

.

5

3

1

1

0

.

4

3

110.40

110.33

1

1

0

.

5

4

1

1

0

.

5

6

1

1

0

.

6

1

1

1

0

.

6

5

1

1

0

.

6

0

1

1

0

.

5

4

1

1

0

.

4

3

110.31

1

1

1

.2

5

1

1

1

.

1

9

1

1

1

.

1

6

1

1

0

.

9

3

1

1

0

.

8

5

1

1

0

.

8

0

1

1

0

.8

5

1

1

0

.7

5

1

1

0

.7

5

1

1

0

.

7

3

1

1

0

.7

7

110.84

110.81

110.90

111.15

FL110.88

110.55

110.74

110.83

1

1

0

.5

0

1

1

0

.

5

8

1

1

0

.

5

5

1

1

0

.

6

6

1

1

0

.5

9

110.52

111.13

1

1

1

.1

7

1

1

1

.

2

7

1

1

1

.

3

0

1

1

1

.

2

8

111.36

111.23

111.07

110.98

111.13

111.29

111.24

111.09

E

L

1

1

5

.3

2

110.64

110.47

1

1

0

.

4

5

1

1

0

.

4

8

1

1

0

.

4

8

110.22

110.26

110.28

110.15

1

1

0

.

4

2

1

1

0

.

4

3

1

1

0

.4

2

1

1

0

.

3

7

1

1

0

.3

2

1

1

0

.

2

3

110.45

110.45

110.48

110.58

110.53

110.47

110.5

4

110.5

6

110.65

110.68

1

1

0

.6

9

1

1

0

.6

8

1

1

0

.5

9

1

1

0

.7

3

110.84

1

1

0

.

9

4

1

1

0

.8

3

110.91

110.84

1

1

0

.

8

7

1

1

0

.8

0

110.68

110.48

110.36

1

1

0

.4

1

110.41

110.45

1

1

0

.2

7

1

0

9

.9

2

1

0

9

.

9

8

1

0

9

.9

6

109.5

5

MH

CL110.50

110.44

110.68

1

1

1

.

4

7

1

1

1

.9

8

1

1

2

.9

6

112.95

1

1

2

.

6

7

1

1

2

.2

2

111.82

112.75

112.92

E

L

1

1

4

.6

4

110.45

GY

TP

111.22

110.42

109.90

109.46

109.36109.19

109.12

109.20

1

0

9

.4

0

1

0

9

.

6

1

1

0

9

.7

9

110.15

109.16

109.24

109.2

9

109.3

7

109.35

109.36

1

0

9

.7

4

1

1

0

.

0

1

1

1

0

.

1

9

1

1

0

.

1

2

1

0

9

.9

2

1

1

0

.0

2

109.68

110.12

110.42

110.46

1

0

8

.0

8

1

0

8

.4

4

1

0

8

.9

3

1

0

9

.4

1

109.7

5

109.7

1

109.7

6

TP

0.225m Pipe

IL108.65

109.2

1

109.30

1

0

9

.1

7

1

0

9

.7

8

1

0

9

.6

9

110.23

1

1

0

.

2

4

1

1

0

.

3

1

0.225m Pipe

IL108.52

1

0

7

.7

9

108.33

1

0

8

.8

4

109.24

109.41

109.38

109.30

109.18

109.28

109.46

109.94

110.47

111.27

109.24

109.16

109.2

9

1

0

9

.2

0

1

0

8

.7

4

1

0

8

.2

3

1

0

7

.7

5

1

0

8

.0

3

1

0

8

.5

1

1

0

8

.8

6

1

0

9

.1

4

109.2

1

109.23109.3

6

1

0

9

.

5

3

1

0

7

.7

0

1

0

8

.2

5

1

0

8

.7

5

1

0

9

.1

5

1

0

9

.

2

8

109.1

8

109.35

109.32

109.26

109.17

109.1

4

1

0

9

.2

4

1

0

9

.2

3

108.95

1

0

8

.4

4

1

0

7

.9

9

EP

1

0

9

.

2

9

109.3

0

1

0

9

.4

2

109.23

109.17

1

0

9

.2

0

109.31

109.38

109.4

2

109.60

109.53

EP

109.16

109.20GY

GY

109.30

109.35

109.92

110.45

111.26

MH

CL109.86

CL111.36

EP

SP

111.8

1

111.1

7110.52

109.58

1

0

9

.

3

3

SP

Post

1

1

0

.6

6

110.42

110.50

1

1

0

.5

2

1

1

0

.1

6

110.15

110.06

1

0

9

.8

4

1

0

9

.9

7

0.3m Pipe

IL108.59

0.15m Pipe

IL108.52

IL108.66

IL108.52

0.225m Pipe

0.225m Pipe

IL107.85

IL107.84

109.77

0.15m Pipe

IL108.76

111.32

110.75

110.2

9

110.1

1

108.5

9

109.58

110.18

1

0

8

.

6

5

108.67

108.41

1

0

8

.

9

4

109.09

109.56

1

0

9

.9

9

109.92

1

0

9

.

7

8

1

1

0

.

0

3

1

1

0

.

1

9

1

1

0

.

3

0

111.31

111.13

1

1

0

.

8

8

1

1

0

.9

6

110.53

110.49

110.04

109.78

1

0

9

.5

9

1

0

9

.

5

8

109.64

109.21

109.21

1

0

9

.

1

0

1

0

9

.6

8

1

0

9

.8

4

114.35113.96

1

1

6

.7

3

117.41

117.77

1

1

8

.

0

3

1

1

7

.

2

6

1

1

5

.

9

4

1

1

4

.0

0

1

1

4

.

5

4

1

1

4

.6

8

114.37

115.1

3

116.3

0

117.06

117.44

117.55

1

1

8

.

0

3

1

1

7

.

5

8

1

1

6

.

6

0

1

1

5

.

0

4

1

1

3

.

2

3

1

1

3

.

0

2

1

1

2

.9

5

1

1

2

.8

9

1

1

0

.7

1

1

1

0

.7

3

1

1

0

.7

1

1

1

0

.6

5

1

1

0

.6

6

1

1

0

.6

8

1

1

0

.8

4

1

1

0

.8

4

1

1

2

.9

6

1

1

1

.3

7

1

1

1

.

2

6

1

1

1

.2

6

1

1

0

.9

6

1

1

0

.8

8

1

1

0

.

2

0

1

1

0

.

3

7

1

1

0

.

4

0

1

1

0

.

5

0

1

1

0

.

4

4

1

1

0

.

2

5

1

0

9

.7

3

1

0

9

.8

0

1

0

9

.8

9

110.09

110.57

110.74

111.24

111.06

111.19

111.48

1

1

0

.7

3

1

1

2

.1

5

1

1

2

.

1

8

112.20

112.12

112.34

111.93

1

1

1

.8

1

112.02

111.98

112.02

1

1

2

.1

4

1

1

2

.

1

3

1

1

2

.

1

6

1

1

2

.3

8

1

1

2

.

3

3

1

1

2

.

6

5

Asphalt

Concrete

Grass

Asphalt

Concrete

Concrete

Concrete

Grass

Asphalt

Concrete

Concrete

R

a

m

p

Old Building

Container

Cage

Coal

S

la

t R

e

ta

in

in

g

W

a

ll

Tank

S

W

Shelter

S

t

o

n

e

W

a

ll

Brick W

all (0.8m

)

S

W

S

tone W

all

S

tone W

all

Asphalt

Asphalt

Concrete

BWF (1.3m)

B

W

F

(1

.3

m

)

B

W

F

(

1

.3

m

)

B

W

F

(

1

.

3

m

)

Rock Face/ Shrubs

Rock Face/ Shrubs

O/H Elec

O/H

E

lec

O/H Tele

O/H Tele

O/H Elec

O

/

H

E

l

e

c

O/H

T

ele

O/H Elec

O

/H

T

e

le

IR

S

D

C

L

F

CASTELLAU ROAD

N

NEWYDD HOUSING

GELYNOG YARD DEPOT

LLANTRISANT

CF38 2RA

TOPOGRAPHICAL SURVEY

07.11.18 RGP

LR

0

7

.

1

1

.

1

8

JM

0

7

.

1

1

.

1

8

1:200 8559

P 8559/101 01

Preliminary Issue

07

.1

1.1

8

JM

LR

RG

P

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 SCALE

50100mm

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

TOPOGRAPHICAL SURVEY

P

re

lim

in

a

ry

Is

s

u

e

15

Appendix B

Sewer Records

Dwr Cymru Cyfyngedig (‘the Company’) gives this information as to the position of its underground apparatus by way of general guidance only and on the strict understanding that it is based on the best information available and no warranty as to its correctness is relied upon In the event of excavations or other works made in the vicinity of the company’s apparatus and any onus of locating the apparatus before carrying out any excavations rests entirely on you. The information which is supplied hereby the company, is done so in accordance with statutory requirements of sections 198 and 199 f the water industry Act 1991 based upon the best Information available and in particular, but without prejudice to the generality of the foregoing, it should be noted that the records that are available to the Company may not disclosure the existence of a drain sewer or disposal main laid before 1 September 1989, or if they do, the particulars thereof including their position underground may not be accurate. It must be understood that the furnishing of this information us entirely without prejudice to the provision of the New Roads and Street Works Act 1991 and the company’s right to be compensated for any damage to its apparatus.

EXACT LOCATION OFALL APPARATUS TOBE DETERMINED ON

SITE

3034

26/10/2018

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

Reproduced from the Ordnance Survey’smaps with the permission of the

Controller of Her Majesty’s StationaryOffice. Crown Copyright. Licence No:

WU298565.

Scale: 1:

305760,185356

16

Appendix C

Drainage Proposals

STN1

STN2

STN3

STN4

1

1

2

.3

1

1

1

2

.3

2

111.2

4

111.4

1

1

1

1

.

4

3

1

1

1

.

4

1

1

1

1

.

4

5

1

1

1

.

6

4

1

1

1

.

4

9

1

1

1

.

4

9

1

1

1

.

1

0

1

1

1

.

0

4

1

1

0

.

7

8

1

1

0

.6

9

1

1

1

.

0

1

1

1

2

.0

4

1

1

2

.

4

4

1

1

2

.

7

9

1

1

1

.

3

9

1

1

1

.3

8

1

1

1

.3

3

1

1

0

.

2

7

110.24

110.3

0

110.4

7

1

1

0

.6

4

1

1

0

.

8

7

1

1

1

.

1

1

111.23

1

1

1

.

3

1

EP

1

1

0

.

5

7

1

1

0

.

5

3

1

1

0

.

4

3

110.40

110.33

1

1

0

.

5

4

1

1

0

.

5

6

1

1

0

.

6

1

1

1

0

.

6

5

1

1

0

.

6

0

1

1

0

.

5

4

1

1

0

.

4

3

110.31

1

1

1

.2

5

1

1

1

.

1

9

1

1

1

.

1

6

1

1

0

.

9

3

1

1

0

.

8

5

1

1

0

.

8

0

1

1

0

.8

5

1

1

0

.7

5

1

1

0

.7

5

1

1

0

.

7

3

1

1

0

.7

7

110.84

110.81

110.90

111.15

FL110.88

110.55

110.74

110.83

1

1

0

.5

0

1

1

0

.

5

8

1

1

0

.

5

5

1

1

0

.

6

6

1

1

0

.5

9

110.52

111.13

1

1

1

.1

7

1

1

1

.

2

7

1

1

1

.

3

0

1

1

1

.

2

8

111.36

111.23

111.07

110.98

111.13

111.29

111.24

111.09

E

L

1

1

5

.3

2

110.64

110.47

1

1

0

.

4

5

1

1

0

.

4

8

1

1

0

.

4

8

110.22

110.26

110.28

110.15

1

1

0

.

4

2

1

1

0

.

4

3

1

1

0

.4

2

1

1

0

.

3

7

1

1

0

.3

2

1

1

0

.

2

3

110.45

110.45

110.48

110.58

110.53

110.47

110.5

4

110.5

6

110.65

110.68

1

1

0

.6

9

1

1

0

.6

8

1

1

0

.5

9

1

1

0

.7

3

110.84

1

1

0

.

9

4

1

1

0

.8

3

110.91

110.84

1

1

0

.

8

7

1

1

0

.8

0

110.68

110.48

110.36

1

1

0

.4

1

110.41

110.45

1

1

0

.2

7

1

0

9

.9

2

1

0

9

.

9

8

1

0

9

.9

6

109.5

5

MH

CL110.50

110.44

110.68

1

1

1

.

4

7

1

1

1

.9

8

1

1

2

.9

6

112.95

1

1

2

.

6

7

1

1

2

.2

2

111.82

112.75

112.92

E

L

1

1

4

.6

4

110.45

GY

TP

111.22

110.42

109.90

109.46

109.36109.19

109.12

109.20

1

0

9

.4

0

1

0

9

.

6

1

1

0

9

.7

9

110.15

109.16

109.24

109.2

9

109.3

7

109.35

109.36

1

0

9

.7

4

1

1

0

.

0

1

1

1

0

.

1

9

1

1

0

.

1

2

1

0

9

.9

2

1

1

0

.0

2

109.68

110.12

110.42

110.46

1

0

8

.0

8

1

0

8

.4

4

1

0

8

.9

3

1

0

9

.4

1

109.7

5

109.7

1

109.7

6

TP

0.225m Pipe

IL108.65

109.2

1

109.30

1

0

9

.1

7

1

0

9

.7

8

1

0

9

.6

9

110.23

1

1

0

.

2

4

1

1

0

.

3

1

0.225m Pipe

IL108.52

1

0

7

.7

9

108.33

1

0

8

.8

4

109.24

109.41

109.38

109.30

109.18

109.28

109.46

109.94

110.47

111.27

109.24

109.16

109.2

9

1

0

9

.2

0

1

0

8

.7

4

1

0

8

.2

3

1

0

7

.7

5

1

0

8

.0

3

1

0

8

.5

1

1

0

8

.8

6

1

0

9

.1

4

109.2

1

109.23109.3

6

1

0

9

.

5

3

1

0

7

.7

0

1

0

8

.2

5

1

0

8

.7

5

1

0

9

.1

5

1

0

9

.

2

8

109.1

8

109.35

109.32

109.26

109.17

109.1

4

1

0

9

.2

4

1

0

9

.2

3

108.95

1

0

8

.4

4

1

0

7

.9

9

EP

1

0

9

.

2

9

109.3

0

1

0

9

.4

2

109.23

109.17

1

0

9

.2

0

109.31

109.38

109.4

2

109.60

109.53

EP

109.16

109.20GY

GY

109.30

109.35

109.92

110.45

111.26

MH

CL109.86

CL111.36

EP

SP

111.8

1

111.1

7110.52

109.58

1

0

9

.

3

3

SP

Post

1

1

0

.6

6

110.42

110.50

1

1

0

.5

2

1

1

0

.1

6

110.15

110.06

1

0

9

.8

4

1

0

9

.9

7

0.3m Pipe

IL108.59

0.15m Pipe

IL108.52

IL108.66

IL108.52

0.225m Pipe

0.225m Pipe

IL107.85

IL107.84

109.77

0.15m Pipe

IL108.76

111.32

110.75

110.2

9

110.1

1

108.5

9

109.58

110.18

1

0

8

.

6

5

108.67

108.41

1

0

8

.

9

4

109.09

109.56

1

0

9

.9

9

109.92

1

0

9

.

7

8

1

1

0

.

0

3

1

1

0

.

1

9

1

1

0

.

3

0

111.31

111.13

1

1

0

.

8

8

1

1

0

.9

6

110.53

110.49

110.04

109.78

1

0

9

.5

9

1

0

9

.

5

8

109.64

109.21

109.21

1

0

9

.

1

0

1

0

9

.6

8

1

0

9

.8

4

114.35113.96

1

1

6

.7

3

117.41

117.77

1

1

8

.

0

3

1

1

7

.

2

6

1

1

5

.

9

4

1

1

4

.0

0

1

1

4

.

5

4

1

1

4

.6

8

114.37

115.1

3

116.3

0

117.06

117.44

117.55

1

1

8

.

0

3

1

1

7

.

5

8

1

1

6

.

6

0

1

1

5

.

0

4

1

1

3

.

2

3

1

1

3

.

0

2

1

1

2

.9

5

1

1

2

.8

9

1

1

0

.7

1

1

1

0

.7

3

1

1

0

.7

1

1

1

0

.6

5

1

1

0

.6

6

1

1

0

.6

8

1

1

0

.8

4

1

1

0

.8

4

1

1

2

.9

6

1

1

1

.3

7

1

1

1

.

2

6

1

1

1

.2

6

1

1

0

.9

6

1

1

0

.8

8

1

1

0

.

2

0

1

1

0

.

3

7

1

1

0

.

4

0

1

1

0

.

5

0

1

1

0

.

4

4

1

1

0

.

2

5

1

0

9

.7

3

1

0

9

.8

0

1

0

9

.8

9

110.09

110.57

110.74

111.24

111.06

111.19

111.48

1

1

0

.7

3

1

1

2

.1

5

1

1

2

.

1

8

112.20

112.12

112.34

111.93

1

1

1

.8

1

112.02

111.98

112.02

1

1

2

.1

4

1

1

2

.

1

3

1

1

2

.

1

6

1

1

2

.3

8

1

1

2

.

3

3

1

1

2

.

6

5

Asphalt

Concrete

Grass

Asphalt

Concrete

Concrete

Concrete

Grass

Asphalt

Concrete

Concrete

R

a

m

p

Old Building

Container

Cage

Coal

S

la

t R

e

ta

in

in

g

W

a

ll

Tank

S

W

Shelter

S

t

o

n

e

W

a

ll

Brick W

all (0.8m

)

S

W

S

tone W

all

S

tone W

all

Asphalt

Asphalt

Concrete

BWF (1.3m)

B

W

F

(1

.3

m

)

B

W

F

(

1

.3

m

)

B

W

F

(

1

.

3

m

)

Rock Face/ Shrubs

Rock Face/ Shrubs

O/H Elec

O/H

E

lec

O/H Tele

O/H Tele

O/H Elec

O

/

H

E

l

e

c

O/H

T

ele

O/H Elec

O

/H

T

e

le

IR

S

D

C

L

F

CASTELLAU ROAD

CommunalArea

5.500

5.500

Ref / RecCyclesx 12

N

POS

WASTEWATERTREATMENT

PLANT WPL DIAMONDDMC RANGE

NEW HEADWALL TO EXISTINGWATERCOURSE IL:110.400

F1CL:110.600IL:109.600

F2CL:110.600IL:109.395

F3CL:110.600IL:109.160

VALVE CHAMBERCL:110.850IL:108.650

FFL:110.350

FFL:110.550

FFL:110.750FFL:110.750FFL:110.750

FFL:110.750

FFL:110.750

F6CL:110.850IL:108.805 150Ø @1:120150Ø @1:120

F5CL:110.350IL:109.030(100Ø)IL:108.980(150Ø)

150Ø

@1:1

20

100Ø @1:80

F4CL:110.200IL:109.200

100Ø

@1:8

0

+109.300

+110.150

100Ø

@1:8

0

PACKAGE PUMPSTATIONICIL:108.700

EXISTING WATERCOURSE TOBE CLEANED/SCRAPED

FDB

FDB

FDB

FDB

FD

B

FD

B

FD

B

F

D

B

F

D

B

FDB

F6CL:110.700IL:110.400

STN1

STN2

STN3

STN4

1

1

2

.3

1

112.3

2

111.24

111.41

1

1

1

.

4

3

1

1

1

.

4

1

1

1

1

.

4

5

1

1

1

.

6

4

1

1

1

.

4

9

1

1

1

.

4

9

1

1

1

.1

0

1

1

1

.0

4

1

1

0

.

7

8

1

1

0

.6

9

1

1

1

.

0

1

1

1

2

.0

4

1

1

2

.

4

4

1

1

2

.

7

9

1

1

1

.

3

9

1

1

1

.3

8

1

1

1

.3

3

1

1

0

.

2

7

110.24

110.30

110.47

110.64

1

1

0

.

8

7

1

1

1

.

1

1

111.23

1

1

1

.

3

1

EP

1

1

0

.

5

7

1

1

0

.

5

3

1

1

0

.4

3

110.40

110.33

1

1

0

.

5

4

1

1

0

.

5

6

1

1

0

.

6

1

1

1

0

.

6

5

1

1

0

.

6

0

1

1

0

.

5

4

1

1

0

.

4

3

110.31

1

1

1

.2

5

1

1

1

.

1

9

1

1

1

.

1

6

1

1

0

.9

3

1

1

0

.

8

5

1

1

0

.

8

0

1

1

0

.8

5

1

1

0

.7

5

1

1

0

.7

5

1

1

0

.

7

3

1

1

0

.7

7

11

0.8

4

110.81

110.90

111.15

FL110.88

110.55

110.74

110.83

1

1

0

.5

0

1

1

0

.

5

8

1

1

0

.5

5

1

1

0

.6

6

1

1

0

.5

9

110.52

111.13

1

1

1

.1

7

1

1

1

.

2

7

1

1

1

.

3

0

1

1

1

.

2

8

111.36

111.23

111.07

110.98

111.13

111.29

111.24

111.09

E

L

1

1

5

.3

2

110.64

110.47

1

1

0

.

4

5

1

1

0

.4

8

1

1

0

.4

8

110.22

110.26

110.28

110.15

1

1

0

.

4

2

1

1

0

.4

3

1

1

0

.4

2

1

1

0

.

3

7

1

1

0

.3

2

1

1

0

.2

3

110.45

110.45

110.48

110

.58

11

0.5

3

110.4

7

110.54

110.56

11

0.6

5

110.68

1

1

0

.6

9

110.6

8

110.59

1

1

0

.7

3

110.84

1

1

0

.

9

4

1

1

0

.8

3

110.91

110.84

1

1

0

.

8

7

110.8

0

110.68

110.48

110.36

1

1

0

.4

1

110.41

110.45

1

1

0

.2

7

1

0

9

.9

2

1

0

9

.

9

8

1

0

9

.9

6

109.55

MH

CL110.50

110.44

110.68

1

1

1

.

4

7

1

1

1

.9

8

1

1

2

.9

6

112.95

1

1

2

.

6

7

1

1

2

.2

2

111

.82

112.75

112.92

E

L

1

1

4

.6

4

110.45

GY

TP

111.22

110.42

109.90

109.46

109.36109.19

109.12

109.20

1

0

9

.4

0

1

0

9

.

6

1

1

0

9

.7

9

11

0.1

5

109.16

109.24

109.29

109.37109.35

10

9.3

6

1

0

9

.7

4

1

1

0

.

0

1

1

1

0

.

1

9

1

1

0

.

1

2

1

0

9

.9

2

1

1

0

.0

2

109.68

110.12

110.42

110.46

TP

1

0

7

.7

9

108.08

1

0

8

.4

4

1

0

8

.9

3

1

0

9

.4

1

109.75

109.71

109.76

TP

0.225m Pipe

IL108.65

109.21

109.30

1

0

9

.1

7

1

0

9

.7

8

1

0

9

.6

9

110.23

1

1

0

.

2

4

1

1

0

.

3

1

0.225m Pipe

IL108.52

1

0

6

.7

5

1

0

7

.2

1

1

0

7

.7

9

108.33

1

0

8

.8

4

109.24

109.41

109.38

109.30

109.18

109.28

109.46

109.94

110.47

111.27

109.24

109.16

109.29

109.20

1

0

8

.7

4

1

0

8

.2

3

1

0

7

.7

5

1

0

7

.2

0

1

0

6

.7

3

1

0

6

.9

3

1

0

7

.2

7

1

0

7

.6

4

1

0

8

.0

3

1

0

8

.5

1

1

0

8

.8

6

1

0

9

.1

4

109.21

109.23 109.36

1

0

9

.5

3

1

0

6

.6

7

1

0

7

.1

2

1

0

7

.7

0

108.25

1

0

8

.7

5

1

0

9

.1

5

1

0

9

.

2

8

109.18

109.35

109.32

109.26

109.17

109.14

EP

1

0

9

.2

4

1

0

9

.2

3

108.95

1

0

8

.4

4

1

0

7

.9

9

1

0

7

.6

0

1

0

7

.4

7

1

0

7

.3

7

EP

1

0

9

.

2

9

109.30

109.42

109.23

109.17

109.2

0

109.31

109.38

109.42

109.60

109.53

EP

109.16

109.20GYGY

109.30

109.35

109.92

110.45

111.26

MH

CL109.86

CL111.36

EP

SP

111.81

111.17110.52

109.58

1

0

9

.

3

3

SP

Post

1

1

0

.6

6

110.42

110.50

1

1

0

.5

2

1

1

0

.1

6

1

1

0

.1

5

11

0.0

6

1

0

9

.8

4

1

0

9

.9

7

0.3m Pipe

IL108.59

0.15m Pipe

IL108.52

IL108.66

IL108.52

0.225m Pipe

0.225m Pipe

IL107.85

IL107.84

10

9.7

7

0.15m Pipe

IL108.76

111.32

110.75

110.29

110.11

108.59

109.58

110.18

1

0

8

.

6

5

108.67 108.41

1

0

8

.

9

4

109.09

109.56

1

0

9

.9

9

10

9.9

2

1

0

9

.

7

8

1

1

0

.

0

3

1

1

0

.

1

9

1

1

0

.

3

0

11

1.3

1

11

1.13

1

1

0

.

8

8

1

1

0

.9

6

110.53

11

0.4

9

110.04

109.78

1

0

9

.5

9

1

0

9

.

5

8

109.64

109.21

109.21

1

0

9

.

1

0

1

0

9

.6

8

1

0

9

.8

4

114.35

113.96

116.73

117.41

117.77

1

1

8

.

0

3

1

1

7

.

2

6

1

1

5

.

9

4

1

1

4

.0

0

1

1

4

.5

4

114.6

8

114.37

115.13

116.30

117.06

117.44

117.55

1

1

8

.

0

3

1

1

7

.

5

8

1

1

6

.

6

0

1

1

5

.

0

4

1

1

3

.

2

3

1

1

3

.

1

7

1

1

3

.

0

2

1

1

2

.9

5

1

1

2

.8

9

1

1

0

.7

1

1

1

0

.7

3

1

1

0

.7

1

1

1

0

.6

5

1

1

0

.6

6

1

1

0

.6

8

1

1

0

.8

4

1

1

0

.8

4

112.9

6

1

1

1

.3

7

1

1

1

.

2

6

1

1

1

.2

6

110.9

6

1

1

0

.8

8

1

1

0

.2

0

1

1

0

.3

7

1

1

0

.4

0

1

1

0

.

5

0

1

1

0

.4

4

1

1

0

.

2

5

1

0

9

.7

3

1

0

9

.8

0

1

0

9

.8

9

11

0.0

9

110.57

110.74

111.24

111.06

11

1.1

9

11

1.4

8

1

1

0

.7

3

1

1

2

.1

5

1

1

2

.

1

8

1

1

2

.2

0

112.12

11

2.3

4

1

1

1

.9

3

1

1

1

.8

1

112.02

11

1.9

8

112.02

1

1

2

.1

4

1

1

2

.1

3

1

1

2

.1

6

1

1

2

.3

8

1

1

2

.

3

3

1

1

2

.

6

5

Asphalt

Concrete

Grass

Asphalt

Concrete

Concrete

Concrete

Grass

Asphalt

Concrete

Concrete

R

a

m

p

Old Building

Container

Cage

Coal

S

la

t R

e

ta

in

in

g

W

a

ll

Tank

S

W

Shelter

S

to

n

e

W

a

ll

Brick W

all (0.8m

)

S

W

S

tone W

all

S

tone W

all

Asphalt

Asphalt

Concrete

Asphalt

BWF (1.3m)

B

W

F

(1.3m

)

B

W

F

(

1

.3

m

)

B

W

F

(

1

.

3

m

)

Rock Face/ Shrubs

Rock Face/ Shrubs

O/H Elec

O

/H

E

lec

O/H Tele

O/H Tele

O/H Elec

O

/

H

E

l

e

c

O/H

T

ele

O/H Elec

O

/H

T

e

le

O

/H

E

le

c

IR

S

D

C

L

F

CASTELLAU ROAD

CommunalArea

5.500

5.500

Ref / RecCyclesx 12

N

PublicOpen Space

EXISTING ENTRANCE TOBE RESURFACED

EXISTING PUBLIC SEWER

252.361

F1CL:110.600IL:109.600

F2CL:110.600IL:109.395

F3CL:110.600IL:109.160

FFL:110.350

FFL:110.550

FFL:110.750FFL:110.750FFL:110.750

FFL:110.750

FFL:110.750

WASTEWATERTREATMENT

PLANT WPL DIAMONDDMC RANGE

NEW HEADWALLOUTFALL TOWATERCOURSE

SMALL PACKAGEPUMP STATION

FDB

FDB

FDB

FDB

FD

B

FD

B

FD

B

F

D

B

F

D

B

FDB

225Ø @ 1:100

225Ø @ 1:100 PROPOSED FOUL WATER DRAINAGE

PROPOSED SURFACE WATER DRAINAGE

PERMEABLE PAVING SYSTEM (INFILTRATION)

VEHICULAR PAVING 80mm THICK (SERVICE CORRIDOR)

TARMACADAM SURFACE

PROPOSED HEADWALL

DRAINAGE LEGEND

RISING MAIN

PACKAGE PUMP STATION TYPE 1

DENOTES PRIVATE FW DRAINAGE

DENOTES PRIVATE SW DRAINAGE

PRIVATE FOUL WATER MANHOLE

FDB PRIVATE FORMAPAVE DISTIBUTION BOXDISCHARGING TO DRAINAGE BLANKET

GRASSCRETE CONSTRUCTION ADJACENTPUMP STATION/WWTP

NEWYDD HOUSING

GELYNOG YARD DEPOT

LLANTRISANT

CF38 2RA

PROPOSED DRAINAGE STRATEGY

08.10.18 RGP

LR

0

8

.

1

0

.

1

8

JM

0

8

.

1

0

.

1

8

1:200 & 1:1250 8559

P 8559/500 02

Preliminary Issue

02

.1

1.1

8

JM

LR

RG

P

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 SCALE

50100mm

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

SITE PLAN

00 mmm12.5 25 37.5 50 62.5

SCALE 1:1250

LOCATION PLAN

Pump station Type 3 & Rising main omitted

to highway. Pump station to North with

WWTP added.06

.1

1.1

8

JM

LR

RG

P

02

P

re

lim

in

a

ry

Is

s

u

e

17

Appendix D

Proposed Development Layout

THIS DRAWING IS COPYRIGHT. ALL DIMENSIONS TO BE CHECKED ON SITE. ANY DISCREPANCIES

TO BE REPORTED IMMEDIATELY TO THE ARCHITECTS. ALL DIMENSIONS TO BE CHECKED PRIOR

TO ORDER OF MATERIALS OR FABRICATION OF WORK. THIS DRAWING SHOULD NOT BE SCALED.

GELYNOG YARD DEPOT

CASTELLAU ROAD

PONTYPRIDD, CF38 2RA

NEWYDD HOUSING ASSOCIATION

PROPOSED SITE PLAN

COLOUR

LEGEND

Plots 17 & 18 = 4B / 6P

houses

Plots 14 - 18 = 3B / 5P

houses

Shared private driveways

and parking

Soft landscaping / gardens

Plots 5 - 12 = 1B / 2P

walk-up apartments

New adopted road

Cycle and refuse /

recycling stores

Garden patios / paths

Footways

Plots 1 - 4 = 2B / 4P houses

New hedges

A General amendments RDP 12.07.18

B General amendments RDP 27.09.18

Communal

Area

5500

5

5

0

0

5520

5691

5760

5890

5500

5500

C

ycle

s

x 12

Communal

Area

18

Appendix E

NRW Flood Maps

Ceir rhestr lawn o delerau ac amondau yn https://naturalresources.wales/rhybuddsafonol neu drwy gysylltu ag ymholiada@cyfoethnaturiolcymru.gov.uk. A full list of terms and condiitions is available from the https://naturalresources.wales/StandardNotice or by contacting enquire@naturalresourceswales.gov.uk © Crown copyright and database rights 2017 Ordnance Survey 100019741. Geological Mapping: British Geological Survey ©NERC. Centre for Ecology & Hydrology © NERC (CEH). Defra and Met Office © Crown copyright. © Cranfield University. © James Hutton Institute. Land & Property Services © Crown copyright and database right.

1:

06/11/2018

Dyddiad / Date

Gelynog Depot - Beddau

25,000

Map Perygl Llifogydd / Flood Risk Map

Graddfa / Scale

0.64

Kilometers

1.3

British_National_Grid

01.3

Allwedd / Map KeyReservoir Extents

Reservoir Depths

0 - 0.3m

0.3 - 2.0m

Greater than 2.0m

Reservoir Velocities

0 - 0.5m/s

0.5 - 2.0m/s

Greater than 2.0m/s

Ceir rhestr lawn o delerau ac amondau yn https://naturalresources.wales/rhybuddsafonol neu drwy gysylltu ag ymholiada@cyfoethnaturiolcymru.gov.uk. A full list of terms and condiitions is available from the https://naturalresources.wales/StandardNotice or by contacting enquire@naturalresourceswales.gov.uk © Crown copyright and database rights 2017 Ordnance Survey 100019741. Geological Mapping: British Geological Survey ©NERC. Centre for Ecology & Hydrology © NERC (CEH). Defra and Met Office © Crown copyright. © Cranfield University. © James Hutton Institute. Land & Property Services © Crown copyright and database right.

1:

06/11/2018

Dyddiad / Date

Gelynog Depot - Beddau

25,000

Map Perygl Llifogydd / Flood Risk Map

Graddfa / Scale

0.64

Kilometers

1.3

British_National_Grid

01.3

Allwedd / Map KeyMain Rivers

Flood Defences

Areas Benefiting from Flood Defences

Flood Storage Areas

Risk of Flooding from Rivers & Sea

High

Medium

Low

Very Low

Historic Flood Map

Floodmap Flood Zone 3

Floodmap Flood Zone 2

Flood Warning Area

Flood Alert Area

Ceir rhestr lawn o delerau ac amondau yn https://naturalresources.wales/rhybuddsafonol neu drwy gysylltu ag ymholiada@cyfoethnaturiolcymru.gov.uk. A full list of terms and condiitions is available from the https://naturalresources.wales/StandardNotice or by contacting enquire@naturalresourceswales.gov.uk © Crown copyright and database rights 2017 Ordnance Survey 100019741. Geological Mapping: British Geological Survey ©NERC. Centre for Ecology & Hydrology © NERC (CEH). Defra and Met Office © Crown copyright. © Cranfield University. © James Hutton Institute. Land & Property Services © Crown copyright and database right.

1:

06/11/2018

Dyddiad / Date

Gelynog Depot - Beddau

5,001

Map Perygl Llifogydd / Flood Risk Map

Graddfa / Scale

0.13

Kilometers

0.3

British_National_Grid

00.3

Allwedd / Map KeyShoreline Management Plan & Coastal Erosion

High Surface Water Flood Risk - Extent

Medium Surface Water Flood Risk - Extent

Low Surface Water Flood Risk - Extent