Taff Vale Redevelopment - Darnton B3 · inclusion of three large rainwater harvesting units within...

Taff Vale Redevelopment Taff Street, Pontypridd CF37 4TD

Drainage Strategy

Report for

Darnton B3 on behalf of

Rhondda Cynon Taff County Borough Council

May 2017 Hydrock Ref: TVR-HYD-00-XX-RP-S-0001(C05366)

Planning Ref:

DOCUMENT CONTROL SHEET

Issued by: Hydrock Consultants Limited

First Floor

5 Castlebridge

5-19 Cowbridge Road East

Cardiff

CF11 9AB

Tel: 02920 023665

www.hydrock.com

Client: Darnton B3

Project: Taff Vale Redevelopment

Title: Drainage Strategy

Status: Planning Application

Date: May 2017

Document Production Record

Issue

Number: 1 Name Signature

Prepared Richard Baker

Principal Infrastructure Engineer

Checked Tony Owens Redwood

Civil Engineer

Approved Richard Baker

Principal Infrastructure Engineer

Document Revision Record

Issue

number Date Revision Details

1 17th May 2017 First Issue for planning application

Hydrock Consultants Limited has prepared this report in accordance with the instructions of the above named client for their sole

and specific use. Any third parties who may use the information contained herein do so at their own risk

1.0 Introduction and Purpose of Report

This report presents the foul and surface water drainage strategy for the proposed re-development of the

former Taff Vale shopping precinct site at Taff Street, Pontypridd.

Pre-planning application consultation and in-principle agreements have made with the following parties

and personnel, which has formed the basis of this strategy

• Rhondda Cynon Taff County Borough Council: RCT Flood Risk Management, Owen Griffiths

• Dwr Cymru Welsh Water: Developer Services, Maria Evans, Huw Williams

• Natural Resources Wales: Carl Llewellyn

The flood consequences assessment is not part of this document and is contained within a separate report.

2.0 Proposed Site and Use

The previous development has been demolished and the site cleared in preparation for the proposed

development of three office and commercial use blocks, a basement car park, highway improvements to

Crossbrook Street and new street level public open space.

3.0 Existing Site and Drainage Infrastructure

Foul and Combined Water Drainage Infrastructure

The previous Taff Vale shopping precinct development discharged foul water to the above ground 300mm

diameter public combined sewer that runs along the bank of the River Taff, on the low side of the river wall.

The existing above ground foul sewer connections from the Taff Vale site remain connected and are visible

from the river bank.

Existing public combined sewers also exist in Crossbrook Street and Taff Street that do not receive foul

water discharges from the existing development.

All existing foul and combined sewer drainage within the vicinity of the site is shown on the existing

drainage drawing included with this report.

Surface Water Drainage Infrastructure

The previous Taff Vale shopping precinct development discharged surface water runoff to the River Taff via

drainage within the former basement, an oil separator and a private pumping station, with a high level

overflow.

In recent times the basement drainage has been removed and the pumping station has been inoperational

for many years, although the overflow remains active as the primary output. The pumping station was

required as the basement drainage was set lower than the main surface water outfall into the river.

The existing surface water drainage serving Crossbrook Street is effectively highway drainage and not part

of Welsh Water’s public sewer network. This also discharges to the River Taff via the oil separator

All existing foul and combined sewer drainage within the vicinity of the site is shown on the existing

drainage drawing included with this report.

4.0 Consultation

Meeting and written consultation have been held and carried out with the following parties to discuss

options and agree the drainage strategy for the proposed development.

• Rhondda Cynon Taff County Borough Council: RCT Flood Risk Management, Owen Griffiths

• Dwr Cymru Welsh Water: Developer Services, Maria Evans, Huw Williams

• Natural Resources Wales: Carl Llewellyn (on flood risk matters)

At this stage, the principles of the foul drainage, surface water drainage and flood risk protection relating

to drainage is agreed.

5.0 Proposed Drainage Strategy

Foul Water Drainage Strategy

The foul drainage pipework from the three commercial development blocks will drop down into the

basement and under the basement floor level. A new private foul sewer within the basement is proposed,

which connects to a point on the existing public combined sewer network in Crossbrook Street at manhole

ref. ST07903305.

Welsh Water do not permit a reconnection into the above ground sewer that runs along the river bank due

to long term operation and maintenance concerns.

The proposed peak foul drainage flow is 6l/s. A Section 104 lateral sewer adoption agreement will be

required for a short length of new foul sewer within Crossbrook Street once the foul drainage leaves the

car park entrance.

In three locations within the proposed development, the pedestrian external open space slab at street level

(ground floor) will over-sail the above ground public combined sewer that lies on the river bank. The vertical

separation between the cantilevered slabs and the existing sewer will be around 5m so will not adversely

impede maintenance access for Welsh Water. This proposal has been accepted in principle by Welsh Water

following earlier consultation.

New street trees are proposed within Crossbrook Street which encroach into the easement of the 500mm

diameter combined sewer overflow pipe. These trees will be within engineered cellular tree pits and will

have a robust root barrier surround to protect the sewer. This proposal has been accepted in principle by

Welsh Water following earlier consultation subject to approval of the root barrier system details.

The three cast-iron above ground combined sewer connections from the former development, which are

at former basement floor level, will be permanently capped off at the inside face of the river wall and fully

sealed to prevent back flow from the sewer and debris from entering the public sewer from the

construction site.

Surface Water Drainage Strategy

The surface water drainage pipework from both the proposed open space at street level (ground floor) and

siphonic roof water downpipes will drop down into the basement and across the soffit of the basement car

park roof slab.

Three new surface water discharge points into the River Taff are proposed, each of which will discharge

surface water runoff from the pedestrian open space area at ground floor level and also roof water, to the

river via a vertical riser pipe on the river wall, which discharges to a conventional outlet headwall at river

bank level. A non-return valve will be placed within the vertical riser pipe to prevent potential flood water

from entering the basement. The discharge level from the basement drainage, into the vertical surface

water discharge riser is at a level of at least 56.4m AOD, which is above the Q1000 flood level.

Drainage within the basement car park itself is limited. The small area of car park near the car park entrance

that is at risk of being wet is to be connected to the surface water drainage within Crossbrook Street. The

remainder of the car park is undrained and will remain dry, although an emergency drainage channel along

the eastern edge of the basement is provided, with low level discharge connections out to the proposed

surface water discharge risers to enable a discharge if it is required. The low level connections are some

1600mm below the main outlet and flood level and are protected from back flow by a non-return valve

within the discharge riser.

A detail is provided within this report to show how each of the surface water drainage systems link to the

single discharge points via the vertical riser arrangement. Three of this arrangement are required to serve

the development.

Drainage for the pedestrian open space at ground floor level is achieved by shallow linear drainage channels

within the slab, with outlets near to the eastern side, to limit the lengths of drainage at soffit level within

the car park, fixed at structural slab level. Due to the relatively limited capacity of shallow linear drainage

units, multiple runs are required. These can be slot drain type channel to limit visual impact at ground floor

level.

Surface water discharge quality is considered by the retention and refurbishment of the oil separator within

Crossbrook Street. The other surface water discharges from the site are of a low risk nature in terms runoff

contamination (e.g. roof and pedestrian paved areas) so are direct discharges to the river.

Other Surface Water Drainage Considerations

The siphonic roof water downpipes will be directed to three rainwater harvesting tanks within the

basement, which will have overflow outlets set to a level that is above the flood level. Measures to control

the rate at which water enters the rainwater harvesting tank from the siphonic roof water drainage system

will be required to protect the equipment inside those units.

Crossbrook Street surface water drainage will be improved to provide enhanced capacity through to the

river and the redundant pumping arrangement will be removed as it is not required for the proposed

basement drainage.

Off-Site Flood Risk Management

The surface water drainage strategy was discussed and agreed in principle with RCT’s Flood Risk

Management department, in order to determine a suitable strategy that considered the specific constraints

of this urbanised brown-field development site and also the river Q1000 flood level of 56.4m AOD.

RCT’s flood risk management policy is to reduce the flood risk, on site and downstream, posed by proposed

developments, by reducing the post-development surface water runoff compared to that of the previous

development.

The complexities of this particular development site are related to the following:

• proximity to the river

• presence of the river flood protection wall

• risk of flooding from the river

• requirement to protect the site from flooding up to a level of 56.6m AOD, including drainage

connections and discharges

• presence of the proposed site-wide basement, with the floor level being lower than the minimum

discharge level required.

Due to the site constraints it is not feasible to place a surface water attenuation tank under the basement

floor due to the need to discharge above 56.6m AOD, which is above the floor level. A lower discharge level

(at around 54m AOD) would greatly increase the risk of back-flooding from the river into the basement.

Therefore a drainage outlet cannot reasonably be placed below the flood level.

Considering the constraints and level restrictions, the preferred surface water drainage strategy is to have

a direct unrestricted surface water discharge from the development, into the river at a level above the flood

level at 56.60m AOD.

Following a detailed discussion with RCT flood Risk Management, where the constraints were carefully

considered it was accepted that the proposed unrestricted discharge into the River Taff was acceptable in

principle. It was agreed that reasonable measures should be taken to reduce the runoff discharge from the

site.

In this case, the existing development was 100% impermeable and the proposed development site is to be

96% impermeable, so there is a small reduction in surface water runoff flow to the river. Additionally, the

inclusion of three large rainwater harvesting units within the basement will offer an additional discharge

rate and volume reduction before the discharge. The sum total of rainwater harvesting capacity provided

is 100m3 so there is a potential for a significant reduction in final discharge volume from the site during the

suitable conditions.

On-Site Flood Risk Management

The above ground (suspended) surface water pipe work within the basement car park is to be in ductile

iron or steel drainage products to offer a robust solution to limit accidental damage which could lead to

flooding within the basement. The car park entrance point is situated above the flood level and the top of

the river wall is also situated above the flood level to protect the site from river flooding.

A high level discharge point at the end of Crossbrook Street is to be provided at just below finished road

level to ensure that in the event of the highway drainage being obstructed or blocked there is an additional

outlet that would drain the end of the road, in front of the river wall. This outlet will have an in-line non-

return outlet to prevent back-flow from the river when it is in flood.

Summary:

• Pre-development runoff rate: 84l/s total discharge from an impermeable area of 6077m2

• Post-development runoff rate: 81l/s total discharge from an impermeable area of 5847m2

Based on 50mm/hr rainfall intensity for comparison purposes, excludes potential further reduction due to rainwater

harvesting tanks totalling 100 cubic metres in capacity.

6.0 Approvals and Consents

The following consents and adoption agreement will be required to support this drainage strategy:

• Rhondda Cynon Taff County Borough Council - Planning Consent and condition discharge.

• Dwr Cymru Welsh Water – Section 104 agreement for adoptable lateral sewer adoption.

• Natural Resources Wales - Flood Risk Activity Permit – for surface water discharges into the River

Taff.

7.0 Conclusion

A summary of the proposed drainage strategy for the proposed redevelopment of the Taff Vale site in

Pontypridd is as follows, the basis of each has been agreed in principle with the relevant approving

authorities:

Foul Water Drainage: Provision of a new private foul drainage system and short length of adoptable lateral

sewer discharging a proposed peak flow of 6l/s to the Welsh Water combined sewer within Crossbrook

Street.

Surface Water: Small reduction in the discharge of surface water runoff to the River Taff compared to that

of the previous development and improved highway drainage to Crossbrook Street. Significant rainwater

harvesting provision is proposed.

Appendices:

1. Existing Dwr Cymru Welsh Water Sewer Plan

2. Existing Drainage Drawing – TVR-HYD-XX-XX-DR-C-2501

3. Proposed Basement Level Drainage Drawing – TVR-HYD-XX-XX-DR-C-2502

4. Proposed Ground Floor Level Drainage – TVR-HYD-XX-XX-DR-C-2503

5. Proposed Surface Water Outfall Detail – TVR-HYD-XX-XX-DR-C-2504

6. Tree Pit Detail

1. Existing Dwr Cymru Welsh Water Sewer Plan

2. Existing Drainage Drawing – TVR-HYD-XX-XX-DR-C-2501

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CL:54.67

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ASSUMED

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NO SURVEY INFORMATION

FOR EXISTING DCWW

MANHOLE (LOCATION

TAKEN FROM DCWW

SEWER RECORDS &

APPROX LOCATION ON

GOOGLE STREETVIEW)

ST07902308

EXISTING PRIVATE SURFACE

WATER PUMPING STATION AND

NON RETURN VALVE (NOT

OPERATIONAL)

EXISTING PRIVATE FOUL SEWER

CONNECTION TO REMAIN. ABOVE

GROUND CI PIPE (ØTBC) THROUGH

WALL ST07903301

EXISTING DCWW STORM

WATER OVERFLOW

CO71144

ST07903304


CONNECTION. ABOVE GROUND CAST

IRON PIPE (ØTBC) THROUGH WALL

ST07903302

COMBINED SEWER OVERFLOW

500mmØ PUBLIC CWS

CL54.55

IL51.80


DISCHARGE POINT

CL:54.13

IL:53.05 (TBC)

225Ø CONDITION TO BE CONFIRMED

DCWW 3.0m EASMENT

EITHER SIDE OF THE

CENTER LINE OF THE

500Ø CSO PIPE AND

225Ø CWS PIPE BELOW

CROSSBROOK ST

UNKNOWN TBC

UNKNOWN TBC

UNKNOWN TBC

UNKNOWN TBC

NO DRAINAGE IN THIS

CHAMBER

EX S10

CL:56.44

IL:55.45

EX S11

CL:55.01

IL:53.63

DCWW MH3

CL:55.22

IL:53.61

ST07903305

DCWW MH2

ST07903306

EXISTING ABOVE GROUND FOUL

CONNECTION FROM DEVELOPMENT

SITE

300Ø CI PIPE, ABOVE GROUND

APPEARS REDUNDANT, NOT DCWW

SEWER

EXISTING PIPE ENTERS GROUND


DISCHARGE POINT

CL:54.64

IL:53.37

225Ø

CONDITION TO BE CONFIRMED

CONCRETE STRUCTURE TO BE

INVESTIGATED.

NOT LINKED TO LIVE DCWW SEWER

EXISTING PIPE EMERGES FROM

GROUND

EXISTING PIPE LIKELY TO BE

REDUNDANT, NOT PART OF DCWW

NETWORK

EXISTING OIL SEPARATOR (3

CHAMBERS).

DCWW COMBINED SEWER

OVERFLOW DISCHARGE POINT

INTO RIVER (AS EXISTING)

EX CL:54.55

EX IL:52.97

500Ø

BLUE FLAP VALVE SET INTO RIVER

WALL

2x EXISTING SURFACE WATER OUTFALLS TO RIVER

225Ø IL:53.14 (LOW LEVEL) - HIGHWAY DRAINAGE

150Ø IL:54.09 (HIGH LEVEL)

INOPERATIONAL PUMPING STATION SERVED

FORMER BASEMENT DRAINAGE

GL ABOVE:54.50 (APPROX)

WALL LEVEL: 56.64 (APPROX)

300mmØ OUTLET PIPE

EX IL:53.12

APPEARS REDUNDANT

300Ø COMBINED SEWER ENTERS

GROUND AT THIS POINT

2x900Ø CONCRETE PIPES

CULVERTED WATERCOURSE ROUTE

TO BE MAPPED AND RECORDED

CONCRETE OUTFALL HEADWALL

IL:52.36

725Ø PUBLIC COMBINED SEWER

(DCWW) ABOVEGROUND CAST IRON

DCWW MH4 STO7903211

DCWW MH STO7903303

(APPROX, TBC)

UNKNOWN TBC

DCWW JUNCTION STO7904310

DCWW JUNCTION

DCWW JUNCTION ST07903302

DCWW MANHOLE STO7903273

IL=52.88

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UTILITIES LEGEND

EXISTING WATER SERVICE

EXISTING GAS SERVICE

HV CABLING

LV CABLING

BT CABLING

EXISTING DRAINAGE LEGEND

EXISTING PRIVATE WATER FOUL SEWER

EXISTING PRIVATE/HIGHWAY SURFACE WATER DRAIN

TO BE REMOVED PRIVATE WATER FOUL SEWER

TO BE REMOVED ABANDONED PRIVATE WATER

SURFACE SEWER

###mmØ FWS

###mmØ SWS

EXISTING DCWW PUBLIC COMBINED SEWER

###mmØ CWS

###mmØ FWS

###mmØ SWS

SEWER EASEMENT

(around existing adopted sewer - 3m min)

First Floor, Castlebridge 5, 5-19 CowbridgeRoad East, Cardiff CF11 9AB.TEL: 02920 023665 or visit www.hydrock.com

RHONDDA CYNON TAFCOUNTY BOROUGH

COUNCIL

Client:

This drawing is the copyright of Hydrock Ltd. No liabilty will be accepted for anyamendments to this drawing either printed or digital by parties other than Hydrock.

TAFF VALEREDEVELOPMENT

Project:

C-05366-CHydrockProject No: TVR-HYD-XX-XX-DR-C-2501 P1

RevisionDrawing No.

EXISTING DRAINAGE ANDUTILITIES CONSTRAINTS

PLAN

Drawing Title:

Drawn:TOR

Checked:RB

Scale @ A1:1:250

Drawn Date:26/01/2017

First Issue:26/01/2017

DescriptionDateRev CkdBy

First Issue.26/01/17P1 RBTOR

OS NORTH

Notes:All dimensions are to be checked on site before thecommencement of works. Any discrepancies are to be reportedto the Architect & Engineer for verification. Figured dimensionsonly are to be taken from this drawing.This drawing is to be readin conjunction with all relevant Engineers' and Service Engineers'drawings and specifications. This drawing is copyright.

This drawing is intended for approximate costing only and issubject to coordination, approval from DCWW, NRW and RCTCBCand detailed design.

Status: S0 Purpose of Issue: INFORMATION

3. Proposed Basement Level Drainage Drawing – TVR-HYD-XX-XX-DR-C-2502

S

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2

to

5

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o

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1

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5

a

TCBs

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l S

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b

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ta

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3

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3

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3

3

Cafe Royale

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CTD

CTD

DFA &

CTD

CTD

CTD

DFA

FG

CTD

FG

CTD

FG

CTD

FG

CTD

CTD

DFA

DFA

DFA

DFA

DFA

DFA &

CTD

DFA

CTD

DFA &

CTD

CTD

DFA &

CTD

FG

CTD

DFA &

CTD

DFA &

CTD

DFA

FG

CTD

FG

CTD

CTDDFA

DFA

CTD

DFA &

CTD

DFA

CTD

DFADFA &

CTD

DFA &

CTD

DFA &

CTD

C

I 3

0

0

m

m

Ø

C

W

S

(D

C

W

W

)

C

I 3

0

0

m

m

Ø

C

W

S

(D

C

W

W

)

300m

m

Ø

C

W

S

300m

m

Ø

C

W

S

3

0

0

m

m

Ø

C

W

S

C

O

N

C

5

0

0

m

m

Ø

C

W

S

C

S

O

(

D

C

W

W

)

C

O

N

C

5

0

0

m

m

Ø

C

W

S

(

D

C

W

W

)

V

C

2

2

5

m

m

Ø

C

W

S

(

D

C

W

W

)

2

2

5

m

m

Ø

C

W

S

2

2

5

m

m

Ø

C

W

S

(

D

C

W

W

)

C

O

N

C

4

5

0

m

m

Ø

C

W

S

(

D

C

W

W

)

V

C

3

0

0

m

m

Ø

C

W

S

(

D

C

W

W

)

1

5

0

m

m

Ø

S

W

S

(H

IG

H

W

A

Y

)

1

5

0

m

m

Ø

S

W

S

1

5

0

m

m

Ø

S

W

S

(

H

I

G

H

W

A

Y

)

7

5

0

m

m

Ø

C

W

S

V

C

3

0

0

m

m

Ø

C

W

S

(

D

C

W

W

)

V

C

2

2

5

m

m

Ø

C

W

S

(

D

C

W

W

)

C

O

N

C

4

5

0

m

m

Ø

C

W

S

(

D

C

W

W

)

C

I 3

0

0

m

m

Ø

C

I 300m

m

Ø

C

I 7

2

5

m

m

Ø

C

W

S

(D

C

W

W

) A

B

O

V

E

G

R

O

U

N

D

V

C

2

2

5

m

m

Ø

C

W

S

(D

C

W

W

)

C

I 7

2

5

m

m

Ø

C

W

S

(D

C

W

W

) A

B

O

V

E

G

R

O

U

N

D

U

P

UP

Refu

se

Building A - Rainwater Tank - 4

5000l

Lifts

Lifts

Build

ing

B - R

ainw

ater

Tan

k - 3

0000

l

Cyc

les

- 46

(45)

Load

ing

Cyc

les

- 8

Build

ing

B - R

ainw

ater

Tan

k - 2

5000

l

Load

ing

Cyc

les

- 28

(27)

Load

ing

Sub

Stat

ion

Plan

t - A

A3 U

nit

Stor

e

Data

LV Sw

itch

Plan

t - B

Stor

e

Plan

t - C

LV Sw

itch

LV Sw

itch

Sprin

kler

Tank

Tree

Pit

Tree

Pit

Tree

Pit

Tree

Pit

Tree

Pit

Tree

Pit

Stor

e

Lifts

Lifts

Lifts

refu

se

EXISTING PRIVATE SURFACE

WATER PUMPING STATION AND

NON RETURN VALVE ON OUTLET

(NOT OPERATIONAL)

EXISTING ABOVE GROUND

FOUL CONNECTION FROM

DEVELOPMENT SITE.

RETAIN IN PLACE BUT

PERMANENTLY CAP OFF AT

INSIDE OF RIVER WALL

LINE.

EXISTING ABOVE GROUND FOUL CONNECTION FROM

DEVELOPMENT SITE. RETAIN IN PLACE BUT

PERMANENTLY CAP OFF AT INSIDE OF RIVER WALL LINE.

EXISTING

DCWW MH3

CL:55.22

IL:53.61

ST07903305

DCWW EXCSO 33135

ST07903402


CONNECTION FROM DEVELOPMENT SITE.

RETAIN IN PLACE BUT PERMANENTLY CAP

OFF AT INSIDE OF RIVER WALL LINE.

ALLOW FOR REPLACEMENT OIL SEPARATOR WITH

ALARMED CNSBP006 BYPASS SEPARATOR FROM

KINGSPAN ENVIRONMENTAL OR SIMILAR.

EXISTING DCWW COMBINED

SEWER OVERFLOW DISCHARGE

POINT INTO RIVER (AS EXISTING)

EX CL:54.55, EX IL:52.97

500Ø WITH BLUE FLAP VALVE SET

INTO RIVER WALL

2x EXISTING SURFACE WATER OUTFALLS TO RIVER

A) 225Ø IL:53.14 (LOW LEVEL) - HIGHWAY DRAINAGE (TO BE

BE RETAINED) PROVIDE NEW FLAP VALVE

B) 150Ø IL:54.09 (HIGH LEVEL). PROVIDE NEW FLAP VALVE.

INOPERATIONAL PUMPING STATION TO BE REMOVED

GL ABOVE:54.50 (APPROX)

WALL LEVEL: 56.64 (APPROX)

300Ø SIPHONIC ROOF

DRAINAGE PIPE

DROPS INTO RWH

TANK

ABOVE GROUND 300Ø DUCTILE

IRON PIPE AS OVERFLOW FROM

RWH TANK, SUPPORTED OFF

FLOOR. IL=56.60

300Ø

D

F

A

S

R

W

P

3

0

0

Ø

300Ø ABOVE GROUND

RAINWATER CARRIER PIPE TO BE

DETAILED AN POSITIONED BY

MECH ENG. FINAL SIZE AND

DETAIL TO BE CONFIRMED BY

SIPHONIC ROOF DRAINAGE

SPECIALIST

3

0

0

Ø

NEW SURFACE WATER

DISCHARGE POINT "C" FROM

RWH (C) AT IL= 56.60m AOD.

300Ø DROPS VERTICALLY

DOWN RIVER WALL,

THROUGH TO A CONCRETE

HEADWALL WITHIN THE BANK.

REFER TO DETAIL.

1

5

0

Ø

100Ø

FG

CTD

1

0

0

Ø

100ØM

H

C

L

=

5

6

.

0

0

I

L

=

5

4

.

3

6

1

3

5

0

Ø

D

4

0

0

1

0

0

Ø

1

0

0

Ø

1

0

0

Ø

M

H

C

L

=

5

6

.

0

0

0

I

L

=

5

4

.

0

0

0

1

3

5

0

Ø

,

D

4

0

0


CONNECTION FROM DEVELOPMENT SITE.

RETAIN IN PLACE BUT PERMANENTLY

CAP OFF AT INSIDE OF RIVER WALL LINE.

3

0

0

Ø

SURFACE WATER DISCHARGE POINT "B"

FROM RWH(B) AT IL = 56.60m AOD 300Ø.

REFER TO DETAIL

O

U

T

L

E

T

I

N

V

E

R

T

=

5

6

.

7

0

m

A

O

D

Ø

3

0

0

Ø

SURFACE WATER DISCHARGE POINT

"A" FROM RWH(A) AT IL = 56.60m AOD

300Ø. REFER TO DETAIL (TBC)

1

0

0

Ø

1

0

0

Ø

1

0

0

Ø

100Ø

MH

CL = 56.000

IL = 54.430

1200Ø,D400

1

0

0

Ø

F

G

C

T

D

F

G

C

T

D

1

0

0

Ø

1

0

0

Ø

A

C

O

R

O

A

D

R

A

I

N

(

A

A

U

)

(

A

O

U

)

A

C

O

R

O

A

D

R

A

I

N

(

A

A

U

)

1

5

0

Ø

+

C

O

N

C

.

S

U

R

R

O

U

N

D

DFA &

SRWP

3

0

0

Ø

REMOVE ABOVE GROUND STRUCTURE AND

MECHANICAL / ELECTRICAL EQUIPMENT. EXISTING

PUMP STATION TANK TO BE INVESTIGATED TO

DETERMINE COURSE OF ACTION (E.G. REMOVAL OR

FILLING) CONVERT TO A NEW 1.5m DIA MANHOLE.

CL = 54.30, IL = 53.14. MOVE MANHOLE OUTSIDE OF

NEW RAISED PLATFORM, BUT RETAIN OUTLETS TO

THE RIVER IN CURRENT LOCATION.

O

U

T

L

E

T

I

N

V

E

R

T

=

5

6

.

7

0

m

A

O

D

Ø

B

A

S

E

M

E

N

T

F

L

O

O

R

L

E

V

E

L

V

A

R

I

E

S

5

6

.

0

t

o

5

5

.

0

A

P

P

R

O

X

5

6

.

0

INDICATIVE PLANT ROOM FLOOR

GULLY POSITIONS

RAINWATER HARVESTING TANK TO BE

SPECIFIED BY MECH ENG./

SITUATEDABOVE THE BASEMENT

FLOOR TO MAKE THE REQUIRED

ELEVATED OVERFLOW OUTLET LEVEL

OF 56.60m AOD. RWH UNIT TO BE

CAPABLE TO RECEIVING HIGH INLET

FLOWS FROM SIPHONIC ROOF

DRAINAGE.




FLOOR. IL=56.60




FLOOR. IL=56.60

SHADED AREA INDICATES THE EXTENT OF THE

SECTION OF BASEMENT FLOOR BEHIND THE

EXISTING RIVER WALL SET 0.5 TO 1.5M LOWER

(TBC) THAN THE REMAINDER OF THE BASEMENT

FORMING A 1.5m WIDE 'EDGE TRENCH'

300mm WIDE DISHED EDGE DRAIN TO BE FORMED

OR SET WITHIN THE BASEMENT FLOOR TO ACT AS

AN EMERGENCY EDGE DRAIN OR FOR RAIN

ENTERING THE VENTILATION LOUVRES. YARD

GULLIES TO BE PROVIDED AT 20M CENTRES TO

DISCHARGE TO THE THREE NEW SURFACE

WATER DISCHARGE POINTS.

300Ø SIPHONIC ROOF

DRAINAGE PIPE

DROPS INTO RWH

TANK

300Ø SIPHONIC ROOF

DRAINAGE PIPE

DROPS INTO RWH

TANK

300Ø ABOVE GROUND

RAINWATER CARRIER PIPE TO BE

DETAILED AN POSITIONED BY

MECH ENG. FINAL SIZE AND

DETAIL TO BE CONFIRMED BY

SIPHONIC ROOF DRAINAGE

SPECIALIST

1

5

0

Ø

100Ø

100Ø

1

5

0

Ø

1

5

0

Ø

1

5

0

Ø

1

0

0

Ø

MH

CL = 56.000

IL = 54.495

1200Ø,D400

MH

CL = 56.000

IL = 54.650

1200Ø,D400

100Ø

1

5

0

Ø

3

x

1

0

0

Ø

3

x

1

0

0

Ø

1

5

0

Ø

1

5

0

Ø

1

5

0

Ø

N

E

W

1

5

0

Ø

S

1

0

4

M

H

C

L

=

5

6

.

0

0

I

L

=

5

4

.

5

1

1

0

5

0

Ø

D

4

0

0

M

H

C

L

=

5

6

.

0

0

0

I

L

=

5

3

.

7

0

7

1

2

0

0

Ø

,

D

4

0

0

MH

CL = 56.000

IL = 54.650

1200Ø,D400

M

H

C

L

=

5

6

.

6

0

0

I

L

=

5

3

.

8

1

7

1

2

0

0

Ø

,

D

4

0

0

M

H

C

L

=

5

6

.

0

0

0

I

L

=

5

4

.

6

5

0

1

2

0

Ø

,

D

4

0

0

il=56.00

DRAINAGE LEGEND

FOUL WATER MANHOLE AND PIPE (PLASTIC)

F1

FG

(AU)

(OU)

NR

FLOOR GULLY. (100mmØ pipe connection)

FIC

FOUL WATER INSPECTION CHAMBER, PVCu 450mm DIA

SURFACE WATER DRAINAGE, PLASTIC

LINEAR DRAINAGE CHANNEL. 100 DEEP UNITS.

ACO ROADRAIN

ACO ACCESS UNIT

ACO OUTFALL UNIT

FOUL WATER NON RETURN VALVE

300mm WIDE DRAINAGE CHANNEL FORMED IN SLAB

OR CONCRETE DISCHED CHANNEL

(SRWP)

(CTD)

SIPHONIC RAINWATER PIPE

CONNECT TO DRAIN






SURFACE SEWER

###mmØ FWS

###mmØ SWS


###mmØ CWS

###mmØ FWS

###mmØ SWS

SEWER EASEMENT



DARNTON B3for

RCTCBC

Client:



Project:


RevisionDrawing No.

PROPOSED DRAINAGE(BASEMENT LEVEL)

Drawing Title:

Drawn:GW

Checked:RB

Scale @ A1:1:250




First Issue.31/03/17P1 RBSJ

OS NORTH

Status: S0 Purpose of Issue: APPROVAL

Notes:All dimensions are to be checked on site before thecommencement of works. Any discrepancies are to be reportedto the Architect & Engineer for verification. Figured dimensionsonly are to be taken from this drawing.This drawing is to be readin conjunction with all relevant Engineers' and Service Engineers'drawings and specifications. This drawing is copyright.

This drawing is intended for approximate costing only and issubject to coordination, approval from DCWW, NRW and RCTCBCand detailed design.

Foul drainage discharge route updated.

Crossbrook St. SW drainage updated.

Development site layout udpated

16/05/17P2 RBRB

4. Proposed Ground Floor Level Drainage – TVR-HYD-XX-XX-DR-C-2503

S

T

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E

T

P

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c

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a

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5

2

to

5

3

5

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t

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5

1

3

5

a

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E

l S

u

b

S

ta

P

ip

e

L

in

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s

3

7

3

1

3

5

3

3

Cafe Royale

C

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b

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S

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M

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R

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a

f

f

(

A

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T

a

f

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R

iv

e

r

T

a

f

f

(

A

f

o

n

T

a

f

)

C

I 3

0

0

m

m

Ø

C

W

S

(D

C

W

W

)

C

I 3

0

0

m

m

Ø

C

W

S

(D

C

W

W

)

300m

m

Ø

C

W

S

300m

m

Ø

C

W

S

3

0

0

m

m

Ø

C

W

S

C

O

N

C

5

0

0

m

m

Ø

C

W

S

C

S

O

(

D

C

W

W

)

C

O

N

C

5

0

0

m

m

Ø

C

W

S

(

D

C

W

W

)

V

C

2

2

5

m

m

Ø

C

W

S

(

D

C

W

W

)

2

2

5

m

m

Ø

C

W

S

2

2

5

m

m

Ø

C

W

S

(

D

C

W

W

)

C

O

N

C

4

5

0

m

m

Ø

C

W

S

(

D

C

W

W

)

V

C

3

0

0

m

m

Ø

C

W

S

(

D

C

W

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)

1

5

0

m

m

Ø

S

W

S

(H

IG

H

W

A

Y

)

1

5

0

m

m

Ø

S

W

S

1

5

0

m

m

Ø

S

W

S

(

H

I

G

H

W

A

Y

)

7

5

0

m

m

Ø

C

W

S

V

C

3

0

0

m

m

Ø

C

W

S

(

D

C

W

W

)

V

C

2

2

5

m

m

Ø

C

W

S

(

D

C

W

W

)

C

O

N

C

4

5

0

m

m

Ø

C

W

S

(

D

C

W

W

)

C

I 7

2

5

m

m

Ø

C

W

S

(D

C

W

W

) A

B

O

V

E

G

R

O

U

N

D

V

C

2

2

5

m

m

Ø

C

W

S

(D

C

W

W

)

C

I 7

2

5

m

m

Ø

C

W

S

(D

C

W

W

) A

B

O

V

E

G

R

O

U

N

D

UP

C

A

F

E

DN U

P

STAI

R 1

+60.

30 m

+57.

65 m

+58.

43 m

+60.

15 m

BUIL

DIN

G A

BUIL

DIN

G B

BUIL

DIN

G C

+60.

49 m

LOAD

ING

TAXIS

TAXIS

TAXIS

LOAD

ING

+59.

85 m

+60.

14 m

+57.

81 m

BUS S

TOP

A3 U

NIT

FOYE

R &

WAI

TING

B1 U

NIT

A3 U

NIT

A3 U

NIT

FOYE

R &

WAI

TING

B1 U

NIT

One4

aLL a

nd Li

brar

y

COM

MUN

ITY

ROOM

+58.

97 m

+59.

44 m

+60.

00 m

+60.

20 m

+60.

00 m

CONS

ULT

CONS

ULT

CONS

ULT

APPT

.

APPT

.

L

D

C

60.30

OUTFALL C

(SEE DETAIL)

L

D

C

L

D

C

L

D

C

225Ø SUSPENDED

DRAINAGE IN THE

BASEMENT

6

0

.

0

0

6

0

.

3

2

5

6

0

.

3

2

5

59.85

YG

L

D

C

6

0

.

1

2

5

L

D

C

6

0

.

1

2

5

6

0

.

1

5

L

D

C

L

D

C

L

D

C

LD

C

LD

C

60.00

6

0

.0

0

1

:

2

1

1

:

5

0

1

:

5

0

6

0

.

0

0

FFL

60.49

FFL

60.15

FFL

60.05

6

0

.

1

5

6

0

.

1

5

225Ø

D

C

W

W

S

E

W

E

R

O

V

E

R

6

0

.

3

2

5

OUTFALL B

(SEE DETAIL)

6

0

.

1

5

6

0

.

0

5

L

D

C

5

9

.

9

5

L

D

C

1

:

5

0

1

:

5

0

1

:

5

0

1

:

2

4

1

:

2

0

L

D

C

5

9

.

0

0

5

9

.

2

0

5

9

.

2

0

L

D

C

L

D

C

5

9

.

9

5

L

D

C

5

9

.

9

5

1

:

5

5

1

:

5

5

1

:

5

5

6

0

.

0

5

L

D

C

L

D

C

L

D

C

58.90

225Ø SUSPENDED

DRAINAGE IN THE

BASEMENT

OUTFALL A

(SEE DETAIL)

59.00

D

C

W

W

S

E

W

E

R

O

V

E

R

6

0

.

1

5

6

0

.

1

5

L

D

C

59.65

L

D

C

L

D

C

L

D

C

L

D

C

LD

C

YG

RG

RG

RG

RG

N

E

W

1

5

0

Ø

P

R

I

V

A

T

E

S

W

S

W

-

I

C

N

E

W

1

5

0

Ø

P

R

I

V

A

T

E

S

W

1

5

0

Ø

1

5

0

Ø

150Ø

YG

1

0

0

Ø

S

W

-

I

C

T

O

P

O

F

L

D

C

=

5

9

.

9

5

A

L

L

O

W

A

B

L

E

U

N

D

E

R

S

I

D

E

O

F

L

D

C

=

5

9

.

8

0

1

5

0

Ø

60.05

60.05

1

5

0

Ø

1

5

0

Ø

225Ø SUSPENDED

DRAINAGE IN THE

BASEMENT

L

D

C

L

D

C

-

S

3

8

R

E

P

L

A

C

E

W

I

T

H

2

2

5

Ø

.

N

E

W

S

3

8

D

R

A

I

N

A

G

E

R

E

P

LA

C

E

W

IT

H

225Ø

.

N

E

W

S

38 D

R

A

IN

A

G

E

DCWW 3.0m EASMENT

EITHER SIDE OF THE

CENTER LINE OF THE

500Ø CSO PIPE AND

225Ø CWS PIPE BELOW

CROSSBROOK ST

EX S10

CL:56.44

IL:55.45

1

5

0

Ø

150Ø

1

5

0

Ø

RG

2

R

G

150Ø

B

A

C

K

D

R

O

P

1

0

0

Ø

N

E

W

O

I

L

S

E

P

A

R

A

T

O

R

R

G

R

G

R

G

1

5

0

Ø

1

5

0

Ø

RG

RG

DRAINAGE LEGEND

YG

YARD GULLY. (100mmØ pipe connection)

SURFACE WATER DRAINAGE, PLASTIC

LINEAR DRAINAGE CHANNEL. 150 DEEP UNITS.

MAX DEPTH = 150mm DUE TO THE STRUCTURAL DEPTH

ALLOWANCE.

GROUND: ACO MULTIDRAIN PPD BRICKSLOT 0100

SHALLOW DEPTH CHANNEL (M100PPD,0100) WITH

BRICKSLOT GRATING COVER (C250 GRADE) - CUT DOWN

TO 50mm PLUS ALL REQUIRED ACCESS, OUTLETS AND

GULLY UNITS. ACO ROAD DRAIN (100) FOR BASEMENT

LDC

RG

ROAD GULLY. (150mmØ pipe connection)

SURFACE WATER INSPECTION CHAMBER PVCu 450mm DIA.

SW

IC

1:23

145.30

PROPOSED LEVEL

DIRECTION AND GRADIENT OF FALL

ACO ROADRAIN

(FOR BASEMENT)

OR ACO M100PPD

(FOR GROUND

FLOOR)






SURFACE SEWER

150mmØ FWS

###mmØ SWS


###mmØ CWS

150mmØ FWS

150mmØ SWS

SEWER EASEMENT



DARNTON B3for

RCTCBC

Client:



Project:


RevisionDrawing No.

PROPOSED DRAINAGE(GROUND FLOOR LEVEL

AND CROSSBROOK STREET)

Drawing Title:

Drawn:SJ

Checked:RB

Scale @ A1:1:250




First Issue.31/03/17P1 RBSJ

OS NORTH

Notes:All dimensions are to be checked on site before the commencement of works.Any discrepancies are to be reported to the Architect & Engineer for verification.Figured dimensions only are to be taken from this drawing.This drawing is to beread in conjunction with all relevant Engineers' and Service Engineers' drawingsand specifications. This drawing is copyright.

This drawing is intended for approximate costing only and is subject tocoordination, approval from DCWW, NRW and RCTCBC and detailed design.

Status: S0 Purpose of Issue: APPROVAL

Site layout updated. Drainage updated to suit

planning strategy. Crossbrook Street

drainage clarified

16/05/17P2 RBRB

5. Proposed Surface Water Outfall Detail – TVR-HYD-XX-XX-DR-C-2504

ALTHON HC3 PRECAST CONCRETE HEADWALL

WITH 300mmØ HDPE FLAP VALVE

UNEQUAL TEE TO ACCEPT EMERGENCY SW DRAINAGE

150Ø @ IL:54.50

300mmØ DI PIPE FIXED TO EXISTING RIVER WALL

SAINT-GOBAIN INTEGRAL PLUS OR SIMILAR

300Ø EQUAL TEE

MINIMUM DISCHARGE LEVEL @ 56.60

(ABOVE FLOOD LEVEL) FOR MAIN SURFACE

WATER OUTLETS

300mmØ TO 225mmØ REDUCTION TAPER

SAIN-GOBAIN INTEGRAL PLUS OR SIMILAR

CONCRETE SUPPORT

FOR 90 DEGREE DI BEND

EXISTING RIVER

WALL

EMERGENCY DRAINAGE CHANNELS -

FORM IN SLAB OR PROVIDE CONCRETE

DISHED CHANNELS

YARD GULLIES PROVIDED AT SURFACE

WATER OUTLET POSITIONS

SAINT-GOBAIN EUROCHECK NON-RETURN VALVE

300mmØ TO BE INSTALLED 600mm ABOVE EXISTING

GROUND

INDICATIVE

CLADDING/VENTILATION LOUVERS

APPROX POSITION OF EDGE

TRENCH APPROX. 1.5m FROM FACE

OF EXISTING RIVER WALL

INDICATIVE

COLUMN

APPROX GROUND FLOOR SLAB

EDGE OF THE RIVER TAFF

APPROX. 52.00

53.00

56.60

55.00

BASEMENT 56.00 - 55.50

GRND FLR 59.00

150mmØ OUTLET FROM GROUND FLOOR DRAINAGE CHANNELS

INDICATIVE 150mmØ SUSPENDED CARRIER

PIPE FROM GROUND FLOOR DRAINAGE

CHANNELS, CONNECTING TO 300mmØ ROOF WATER

OUTLET PIPE

300mmØ DI OVERFLOW FROM

RAINWATER HARVESTING TANK

600mm TO 1600mm ABOVE BASEMENT

LEVEL

INDICATIVE LINE OF RIVER WALL CLADDING

Temple Court, 13a Cathedral Road, Cardiff, CF11

9HA.

TEL: 02920 023 665 or visit www.hydrock.com

This drawing is the copyright of Hydrock Ltd. No liability will beaccepted for any amendments to this drawing either printed ordigital by parties other than Hydrock.

05366 - C2504 P1RevisionDrawing No.

APPROVALDrawing Status.

BASEMENT AND GROUNDFLOOR SURFACE WATER

DRAINAGE OUTLET

Drawing Title:

Drawn:GW

Checked:RB

Scale @ A3:As Shown



Notes:All dimensions are to be checked on site before the commencement of works.Any discrepancies are to be reported to the Architect & Engineer forverification. Figured dimensions only are to be taken from this drawing.Thisdrawing is to be read in conjunction with all relevant Engineers' and ServiceEngineers' drawings and specifications. This drawing is copyright.

DARNTON B3FOR

RCTCBC

Client:


Project:

C-05366-CProject Number:


First Issue31/03/17P1 RBGW

6. Tree Pit Detail

Permeable membrane

INDICATIVE TYPICAL SECTION

Rootball Fixing System. 3no.Dead Man Anchors

Break up base of pit to 300mmExisting Subgrade

Specimen Tree

Tree Grille

Tree Rootball, Typically 700mm Ø

Thoroughly Mixed Topsoil Backfill Material

Urban Tree Soils

Washed Limestone Gravel

Tree Irrigation/Aeration System with 2no. Cast Inlets

500

2000

Paving

Imported Subsoil.

Imported Topsoil

2no. bamboo canesat 45° angles

Hedge Rootball,Typically 200mm Ø

Ready Hedge

300mmTypically

1000mm

Sterile Bark Mulch

Road (Crossbrook Street)

Retaining Wall

Tree Root Barrier

client/project

drawing no. revision scale

drawing

drawn date

Rev. Date Comment

Soltys Brewster Consulting is the trading name of Soltys Brewster Consulting Ltd. Registered Offices:- 4 Stangate House, Stanwell Road, Penarth, Vale of Glamorgan. CF64 2AA. Registration No. 6262312.Dimensions should not be scaled from this drawing, only figured dimensions are to be used. All discrepancies or queries regarding this drawing should be referred to Soltys Brewster Consulting Ltd. Soltys Brewster Consulting Ltd accept no liability for any expense, lossor damage of whatever nature and however arising from variation made to this drawing or in the execution of the work to which it relates which has not been referred to them and their approval obtained.

4 Stangate HouseStanwell RoadPenarthVale of GlamorganCF64 2AA

e-mail:- [email protected]

Telephone:- + 44(0) 29 2040 8476

soltysbrewster

Drawn

DarntonB3 for RCTTaff Vale Redevelopment

Indicative Tree and Ready Hedge Detail alongCrossbrook Street

1670101/D/GA/003 * 1:20 @ A3 EH April 2017

FOR INFORMATION* 06.04.17 First issue EH

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