brennanstown road f1.000 fw fw f2-0 (re) f2.000 f6-0 s1-0 s1.001 s6-0 (re) s6.000 rg proposed...
TRANSCRIPT
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
T
_
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
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
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
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
41
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