LEGEND:

EXISTING FOUL WATER SEWER.........................

PROPOSED SURFACE WATER DRAINAGE.........

PROPOSED FOUL WATER DRAINAGE................

PROPOSED PETROL INTERCEPTOR..................

PROPOSED ROAD GULLY AND CONNECTOR

PIPE........................................................................

PROPOSED FOUL WATER Ø600 INSPECTION

CHAMBER..............................................................

PROPOSED SLUNG SURFACE WATER

DRAINAGE AND RODDING EYE...........................

PROPOSED SLUNG SURFACE WATER

DRAINAGE AND RODDING EYE...........................

PROPOSED SURFACE WATER ATTENUATION

TANK.......................................................................

NON-RETURN VALVE...........................................

OUTFALL HEADWALL...........................................

RIPRAP FROM HEADWALL TO CABINTEELY

STREAM CHANNEL..............................................

EXST_FW

Ex. FMH

SW

SW SW

FW

F1-0

F1.000

FW FW

F2.000

F2-0 (RE)

F6-0

S1-0 S1.001

S6.000S6-0 (RE)

RG

PROPOSED SWALE.............................................

RIPARIAN CORRIDOR..........................................

BOUNDARY LINE..................................................

PROPOSE POROUS PAVING..............................

PROPOSED BIORENTION AREAS

INTERCONNECTED WITH DITCHES (TO

LANDSCAPE ARCHITECT DETAILS)...................

PROPOSED FILTER DRAIN AND SILT

TRAPS.....................................................................

FD

ST

BREN

NAN

STO

WN

RO

AD

S

W

S

W

S

W

S

W

SW

SW

SW

S

W

S

W

SW

SW

SW

S

W

S

W

S

W

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

S

W

S

W

S

W

S

W

E

X

S

T

_

F

W

E

X

S

T

_

F

W

E

X

S

T

_

F

W

E

X

S

T

_

F

W

E

X

S

T

_

F

W

E

X

S

T

_

F

W

E

X

S

T

_

F

W

E

X

S

T

_

F

W

E

X

S

T

_

F

W

E

X

S

T

_

F

W

E

X

S

T

_

F

W

E

X

S

T

_

F

W

E

X

S

T

_

F

W

E

X

S

T

_

F

W

E

X

S

T

_

F

W

E

X

S

T

_

F

W

E

X

S

T

_

F

W

E

X

S

T

_

F

W

E

X

S

T

_

F

W

E

X

S

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_

F

W

E

X

S

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_

F

W

E

X

S

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_

F

W

E

X

S

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_

F

W

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X

S

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_

F

W

E

X

S

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_

F

W

E

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S

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_

F

W

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X

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_

F

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S

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_

F

W

E

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S

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_

F

W

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X

S

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_

F

W

E

X

S

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_

F

W

E

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S

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_

F

W

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_

F

W

E

X

S

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_

F

W

E

X

S

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_

F

W

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X

S

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_

F

W

E

X

S

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_

F

W

E

X

S

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_

F

W

E

X

S

T

_

F

W

E

X

S

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_

F

W

E

X

S

T

_

F

W

E

X

S

T

_

F

W

E

X

S

T

_

F

W

S

W

S

W

S

W

S

W

S

W

S

W

S

W

S

W

S

W

S

W

S

W

S

W

S

W

S

W

S

W

S

W

S

W

S

W

F

W

F

W

F

W

F

W

FW FWFW

F

W

F

W

FW

FW

FW

F

W

F

W

FW

FW

FW

FW

FW

FW

FW

FW

FW

FW

FW

FW

FW

FW

FW

F

W

F

W

F

W

F

W

F

W

F

W

F

W

F

W

F

W

F

W

F

W

F

W

F

W

F

W

F

W

F

W

F

W

F

W

F

W

F

W

F

W

F

W

F

W

F

W

F

W

F

W

SW

SW

FD

FD

FD

F

D

F

D

F

D

F

D

F

D

F

D

F

D

SW

SW

SW

SW

SW

S

W

S

W

SW

SW

SW

S

W

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

S

W

S

W

S

W

S

W

1

2

.

7

6

9

.

8

6

FW

FW

FW

FW

FW

FW

FW

F

W

F

W

F

W

9.2

8

6.38

11.6

0

5.22

6.96

4.6

4

5.80

16.2

4

TRIAL PIT TP01 WITH

f=0.094248 m/hr INFILTRATION RATE

E=723383; N=724746

TRIAL PIT TP02 WITH

f=0.218700 m/hr INFILTRATION RATE

E=723399; N=724712

TRIAL PIT TP09 WITH

f=0.206460 m/hr INFILTRATION RATE

E=723378; N=724633

TRIAL PIT TP05

INFILTRATION TEST FAILED

E=723338; N=724721

TRIAL PIT TP07

INFILTRATION TEST FAILED

E=723428; N=724631

F1-0

F1-1

F1-2

F1-3

F1-4

F1-5

F2-0 (RE)

F2-1

F2-2

F1-6

F1-7

F1-8

F1-9

F3-0

F1-10

F4-0

F1-11

F5-0

F1-12

F6-0

F6-1

F6-2

F7-2

F6-3

F1-14

Ex. FMH 5601

CL 29.67

IL 27.19

FW

FW

FW

FW

FW

FW

F

W

F

W

F

W

F

W

F

W

F

W

Ex. FMH 4703

CL 30.24

IL 27.75

Ex. FMH 4701

CL 31.12

IL 28.27

E

X

I

S

T

I

N

G

Ø

5

2

5

T

R

U

N

K

S

E

W

E

R

FW

FW

F

D

F

D

F

D

F

D

F

D

FD

FD

S1-0

S1-1

S1-2

S1-3

S1-4

S1-5

S1-7

S1-8

S1-9

S1-10

Outfall #1

S2-0

S2-1

S3-0

S3-1

S2-2

S2-3

S4-2

S4-3

S2-4

S5-0

S6-0

(RE)

S6-1

S6-2

S5-2

S5-3

S5-4

S2-4

Outfall #2

RG

RG

RG

RG

RG

RG

RG

RG

RG

RG

RG

RG

RG

RG

RG

RG

RG

RG

RG

RG

FD

FD

F

D

F

D

FD

FD

S5-1

ST

ST

ST

ST

ST

ST

ST

ST

ST

S1-6

SWALE WITH FILTER DRAIN

BELOW GROUND LEVEL

SW

SW

SW

SW

SW

SW

RE

ST

ST

A

A

B

B

S

1

.

0

0

01

:

2

7

.

8

2

2

5

m

m

S1.001

1:24.0

225mm

S

1

.

0

0

2

1

:

1

9

.

6

2

2

5

m

m

S1.003

1:2

3.2

225m

m

S

1

.

0

0

4

1

:

2

3

.

0

2

2

5

m

m

S1.005

1:50.0

300m

m

S1.006

1:50.0

300m

m

S

1

.

0

0

7

1

:

5

0

.

0

3

7

5

m

m

S

1

.

0

0

8

1

:

5

0

.

1

4

5

0

m

m

S

1

.

0

0

9

1

:

2

0

0

.

0

4

5

0

m

m

S

1.010

1:336.2

225m

m

S

2

.0

0

0

1

:1

6

8

.4

2

2

5

m

m

S

2

.

0

0

1

1

:

1

6

8

.

4

2

2

5

m

m

S3.0

00

1:1

68.4

225m

m

S

3

.0

0

1

1

:1

2

.4

2

2

5

m

m

S

2

.

0

0

2

1

:

1

6

8

.

4

2

2

5

m

m

S

2

.

0

0

3

1

:

1

6

8

.

4

2

2

5

m

m

S

4

.

0

0

0

1

:

1

6

8

.

4

2

2

5

m

m

S

4

.

0

0

11

:

1

6

.

42

2

5

m

m

S

2

.

0

0

4

1

:

1

6

8

.

4

2

2

5

m

m

S5.0

00

1:1

68.4

225m

m

S5.0

01

1:1

68.4

225m

m

S6.000

1:168.4

225m

m

S6.0

01

1:8

9.7

225m

m

S

6

.

0

0

2

1

:

8

9

.

7

3

0

0

m

m

S

5

.

0

0

2

1

:

2

0

0

.

0

3

0

0

m

m

S5.0

03

1:2

00.0

300m

m

S5.0

04

1:2

00.0

225m

m

S2.0

05

1:1

21.5

225m

m

ALL SURFACE WATER PIPES SLUNG TO THE

UNDERSIDE OF THE SLAB DRAINING THE

PODIUM TO DISCHARGE TO MANHOLE S6-2

F

1

.

0

0

01

:

2

6

.

92

2

5

m

m

F1.001

1:23.0

225mm

F

1

.

0

0

2

1

:

2

0

.

1

2

2

5

m

m

F1.0

03

1:1

9.8

225m

m

F

1

.

0

0

4

1

:

2

7

.

5

2

2

5

m

m

F1.005

1:34.9

225m

m

F2.000

1:125.0

150m

m

F2.0

01

1:6

6.7

150m

m

F2.0

02

1:1

25.0

150m

m

F1.006

1:40.0

225m

m

F

1

.

0

0

7

1

:

2

0

.

2

2

2

5

m

m

F

1

.

0

0

8

1

:

2

0

.

0

2

2

5

m

m

F

1

.

0

0

9

1

:

2

0

0

.

0

2

2

5

m

m

F

3

.0

0

0

1

:7

.6

2

2

5

m

m

F

1

.

0

1

0

1

:

2

0

0

.

0

2

2

5

m

m

F

4

.0

0

0

1

:7

.5

2

2

5

m

m

F

1

.

0

1

1

1

:

2

0

0

.

0

2

2

5

m

m

F

5

.0

0

0

1

:2

0

.0

2

2

5

m

m

F

1

.

0

1

2

1

:

2

0

0

.

0

2

2

5

m

m

F6.0

00

1:1

25.0

150m

m

F

6

.

0

0

1

1

:

1

2

5

.

0

1

5

0

m

m

F

6

.0

0

2

1

:8

.6

2

2

5

m

m

F7.000

1:168.4

225m

m

F7.0

01

1:1

68.4

225m

m

F7.0

02

1:2

2.6

225m

m

F

6

.0

0

3

1

:1

6

8

.4

2

2

5

m

m

F

1

.

0

1

3

1

:

9

9

.

4

2

2

5

m

m

TRIAL PIT TP06

INFILTRATION TEST FAILED

E=723314; N=724668

HYDRO-BRAKE #1 MANHOLE TO RESTRICT FLOW TO

5.2 L/S AT A DESIGN HEAD OF 1.155m

SUMP IL=29.988

MANHOLE TO BE FITTED WITH A Ø225mm

OVERFLOW PIPE AT 1:100 GRADIENT WITH IL=31.070

ATTENUATION TANK #1

(STORMBREAKER OR EQUAL APPROVED)

11 x 16 x 7 UNITS (@ 1.16 x 0.58 x 0.165 PER

UNIT) WITH 128.6m³ NET STORAGE CAPACITY

IL=29.988

PROPOSED KLARGESTER

CLASS 1 NSBE010 BYPASS PETROL

INTERCEPTOR OR EQUAL

APPROVED

NON-RETURN VALVE

RIPRAP FROM THE HEADWALL TO

DISCHARGE TO A SERIES OF

LOW-LYING AREAS

INTER-CONNECTED WITH SWALES

ATTENUATION TANK #2

(STORMBREAKER OR EQUAL APPROVED)

8 x 11 x 4 UNITS (@ 1.16 x 0.58 x 0.165 PER

UNIT) WITH 36.7m³ NET STORAGE CAPACITY

IL=30.145

HYDRO-BRAKE #2 MANHOLE TO

RESTRICT FLOW TO 0.8 L/S AT A

DESIGN HEAD OF 0.66m

SUMP IL=29.645

ATTENUATION TANK #3

(STORMBREAKER OR EQUAL APPROVED)

10 x 9 x 4 UNITS (@ 1.16 x 0.58 x 0.165 PER

UNIT) WITH 37.6m³ NET STORAGE CAPACITY

IL=30.159

HYDRO-BRAKE #3 MANHOLE TO RESTRICT

FLOW TO 1.0 L/S AT A DESIGN HEAD OF 0.66m

SUMP IL=29.659

HYDRO-BRAKE #4 MANHOLE

TO RESTRICT FLOW TO 0.5 L/S

AT A DESIGN HEAD OF 0.99m

SUMP IL=29.361

ATTENUATION TANK #5

(STORMBREAKER OR EQUAL APPROVED)

14 x 10 x 7 UNITS (@ 1.16 x 0.58 x 0.165 PER

UNIT) WITH 102.3m³ NET STORAGE CAPACITY

IL=29.544

HYDRO-BRAKE #5 MANHOLE

TO RESTRICT FLOW TO 3.7 L/S

AT A DESIGN HEAD OF 1.155m

SUMP IL=29.044

NON-RETURN VALVE

RIPRAP FROM THE HEADWALL TO

THE CABINTEELY STREAM CHANNEL

SURFACE WATER PIPE S6.000

SLUNG TO THE UNDERSIDE OF THE

SLAB DRAINING BLOCK F

TO DISCHARGE TO MANHOLE S6-1

FOUL WATER SEWER F1.013 TO BE

DUCTILE IRON. PIPE TO BE INSTALLED MIN.

1m BELOW THE CABINTEELY RIVERBED AT

INTENDED CROSSING POINT. THE STREAM

CROSSING SHALL BE IN ACCORDANCE

WITH IRISH WATER STANDARD DETAIL

STD-WW-21

ATTENUATION TANK #4

(STORMBREAKER OR EQUAL APPROVED)

39 x 6 UNITS (@ 1.16 x 0.58 x 0.165 PER

UNIT) WITH 24.4m³ NET STORAGE CAPACITY

IL=29.861

VORTEX SEPARATOR

(STORMBREAKER DEFENDER OR EQUAL APPROVED)

LOW-LYING AREAS

INTER-CONNECTED WITH

SWALES

REFER TO AECOM DWG

60541707-SHT-10-C-0204 FOR THE

TYPICAL ACCESS ROAD SECTION

REFER TO AECOM DWG

60541707-SHT-10-C-0204 FOR THE

TYPICAL SWALE SECTION

PROPOSED RAMP TO PREVENT

SURFACE WATER TO ENTER THE

BASEMENT

REFER TO 60541707-SHT-10-C-0201 FOR THE

BASEMENT DRAINAGE LAYOUT

Printed on ___% Post-Consumer

Recycled Content Paper

CLIENT

VIMOVO DOYLES LIMITED

PROJECT

IS

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0 8

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mm

x 1

18

9m

m

CONSULTANT

AECOM

4th Floor Adelphi Plaza, George's Street

Upper, Dun Laoghaire, Co Dublin

Tel:+353 (0)1 2383100 Fax:+353(0)1 2383199

www.aecom.com

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KEY PLAN

PROJECT NUMBER

60541707

I/R DATE DESCRIPTION

ISSUE/REVISION

A 12.10.2017 ISSUED FOR QUALITY AUDIT

B 03.11.2017 ISSUED FOR PRE-PLANNING

C 21.02.2018 ISSUED FOR PLANNING

SHEET TITLE

PROPOSED GROUND FLOOR

DRAINAGE LAYOUT

SHEET NUMBER

60541707-SHT-10-C-0200

Scale: 1:250

PROPOSED GROUND FLOOR DRAINAGE LAYOUTA

0200

REFER TO THE PROPOSED

BASEMENT DRAINAGE LAYOUT

PLANNING

NOTES:

1. THIS DRAWING IS TO BE READ IN CONJUNCTION WITH ALL

OTHER RELEVANT ARCHITECTURAL AND ENGINEERING

DRAWINGS, ANY DISCREPANCIES, ERRORS OR

OMISSIONS TO BE BROUGHT TO THE ATTENTION OF THE

DESIGNER.

2. ALL DIMENSIONS TO BE CHECKED BY THE CONTRACTOR

ON SITE PRIOR TO COMMENCEMENT OF WORKS.

3. AECOM LIMITED TO BE INFORMED BY THE CONTRACTOR

OF ANY DISCREPANCIES PRIOR TO THE COMMENCEMENT

OF WORKS ON SITE.

4. DIMENSIONS OF ALL BOUNDARIES AND ADJOINING

ROADS TO BE CHECKED ON SITE PRIOR TO

COMMENCEMENT OF WORKS.

5. DO NOT SCALE, ALL MEASUREMENTS AND COORDINATES

TO BE CHECKED ON SITE.

6. THE PROPOSED SURFACE WATER SEWERS SHALL BE

CONSTRUCTED IN ACCORDANCE WITH THE

SPECIFICATION OF SECTION 3 OF "RECOMMENDATIONS

FOR SITE DEVELOPMENT WORKS FOR HOUSING AREAS"

(DEPARTMENT OF ENVIRONMENT & LOCAL GOVERNMENT

1998) AND IRISH WATER STANDARD DETAILS.

7. THE LOCATION & DEPTH OF SERVICES TO BE CHECKED

ON SITE PRIOR TO COMMENCING ANY WORKS.

8. MANHOLE COVERS AND FRAMES IN PUBLICLY

ACCESSIBLE AREAS SHALL BE HEAVY DUTY CAST IRON,

CLASS D400, DOUBLE SEALED AND LOCKABLE TYPE

COMPLYING WITH IS EN 124 AND BS 7903; GRADE A TYPE

AS SPECIFIED IN I.S.261:1984; AND CLASS D400.

9. MANHOLES WITHIN THE RIPARIAN CORRIDOR SHALL

HAVE A CONCRETE APRON PLACED AROUND COVERS TO

ENSURE THESE COVERS ARE IDENTIFIABLE,

ACCESSIBLE AND WILL NOT BECOME OVERGROWN.

10. GULLY GRATINGS & FRAMES SHALL COMPLY WITH I.S.261.

11. EXISTING INVERT LEVELS TO BE VERIFIED ON SITE

BEFORE COMMENCING CONSTRUCTION.

12. SURFACE WATER & FOUL SEWER PIPES LESS THAN 1.2m

BELOW THE ROAD SURFACE OR LESS THAN 0.9m IN

NON-TRAFFICKED FOOTPATHS AND LANDSCAPE AREAS

(WITH AN ABSOLUTE MINIMUM DEPTH OF COVER ABOVE

THE EXTERNAL CROWN OF THE PIPE Ø750mm) SHALL BE

PROTECTED FROM DAMAGE BY PROVIDING MINIMUM

150mm THICK CONCRETE C16/20 HAUNCH IN

ACCORDANCE WITH IS EN 12620.

13. ATTENUATION PROPOSALS SHALL BE IN ACCORDANCE

WITH THE REQUIREMENTS OF DUN LOAGHAIRE

RATHDOWN COUNTY COUNCIL.

14. CCTV SURVEY TO BE CONDUCTED PRIOR TO

COMMENCEMENT OF ANY WORKS TO DETERMINE THE

CONDITION AND VERIFY LEVELS OF THE EXISTING FOUL

AND SURFACE WATER PIPES/ MANHOLES. ANY

SUB-STANDARD OR DEFECTIVE ELEMENTS OF THE

EXISTING PIPES/MANHOLES TO BE REPORTED AND

CORRECTED.

15. ALL SURFACE WATER DRAINAGE DETAILS TO BE IN

ACCORDANCE WITH THE GREATER DUBLIN STRATEGIC

DRAINAGE STUDY AND THE GREATER DUBLIN REGIONAL

CODE OF PRACTICE FOR DRAINAGE WORKS.

16. ALL FOUL WATER DETAILS TO BE IN ACCORDANCE WITH

THE IRISH WATER INFRASTRUCTURE STANDARD DETAILS

AND CODE OF PRACTICE FOR WASTEWATER

INFRASTRUCTURE.

ATTENUATION TANK #1

ATTENUATION TANK #2

ATTENUATION TANK #3

ATTENUATION TANK #4

ATTENUATION TANK #5

PROPOSED STRATEGIC

HOUSING DEVELOPMENT AT

FORMER DOYLES NURSERY,

GARDEN CENTRE AND

BENONI, BRENNANSTOWN

ROAD, CABINTEELY,

DUBLIN 18