ISSUE DATEREVISION AMENDMENT ISSUE
DRAWING NO.
SCALES
DRAWING TITLE
AS SHOWN
A6611 -
APPROVED
DESIGNED DRAFTED
ZK
JM
REVISION
SY
10-11-2016A ISSUED FOR COORDINATION
B
PROJECT
PROPOSED DEVELOPMENT
40-42 LOFTUS CRESCENT,
HOMEBUSHP.O.BOX 288 ENFIELD NSW 2136Phone (02) 9745 2014 Fax (02) 9745 0984
Email [email protected]
LINKURBANarchitecture
Shop 8-11 320 Liverpool Road Enfield NSW 2136
CLIENT
COPYRIGHT THIS DRAWING REMAINS THE PROPERTY OF ALPHA ENGINEERING & DEVELOPMENT
AND MAY NOT BE ALTERED IN ANY WAY WITHOUT ALPHA ENGINEERING'S WRITTEN CONSENT
Phone: (02) 9745 5202
Fax: (02) 8004 7461
Email: [email protected]
Address: 24A Burleigh St,
Burwood NSW 2134
Website: www.alphaengineering.com.au
11-11-2016B ISSUED FOR DA APPROVAL
SCHEDULE OF DRAWINGS
G1.
G2.
G3.
G4.
G6.
G7.
G8.
G9.
G5.
D1.
D2.
D3.
D4.
D5.
D6.
D7.
D8.
D9.
D10.
D11.
D12.
D13.
D14.
E1.
E2.
E3.
E4.
E5.
E6.
E7.
E8.
E9.
E10.
E11.
E12.
E13.
E14.
E15.
GENERAL NOTES
THE DRAWINGS SHALL BE READ IN CONJUNCTION WITH ALL ARCHITECTURAL DRAWINGS
AND SPECIFICATIONS AND OTHER WRITTEN INSTRUCTIONS THAT MAY BE ISSUED.
DIMENSIONS SHALL NOT BE OBTAINED BY SCALING FROM THE DRAWINGS. REFER
ARCHITECTS DRAWINGS FOR ALL DIMENSIONS.
REFER ANY DISCREPANCY TO THE ENGINEER/ARCHITECT.
MATERIALS AND WORKMANSHIP SHALL COMPLY WITH THE APPROPRIATE SAA
SPECIFICATIONS OR CODE AND WITH THE REQUIREMENTS OF THE RELEVANT LOCAL
AUTHORITY.
THE ALIGNMENT AND LEVEL OF ALL SERVICES SHOWN ARE APPROXIMATE ONLY. THE
CONTRACTOR SHALL CONFIRM THE POSITION AND LEVEL OF ALL SERVICES PRIOR TO
COMMENCEMENT OF CONSTRUCTION. ANY DAMAGE TO SERVICES SHALL BE RECTIFIED AT
THE CONTRACTORS EXPENSE.
NO WORKS ARE TO COMMENCE UNTIL THE REQUIRED TREE REMOVAL PERMITS HAVE BEEN
GRANTED BY RELEVANT LOCAL AUTHORITY, AND THE APPROPRIATE NOTICE OF INTENTION
TO COMMENCE GIVEN.
ALL SERVICES, OR CONDUITS FOR SERVICING SHALL BE INSTALLED PRIOR TO
COMMENCEMENT OF PAVEMENT CONSTRUCTION.
SUBSOIL DRAINAGE, COMPRISING 100 AGRICULTURE PIPE IN GEO-STOCKING TO BE PLACED
AS SHOWN AND AS MAY BE DIRECTED BY THE SUPERINTENDENT. SUBSOIL DRAINAGE
SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE RELEVANT LOCAL AUTHORITY
CONSTRUCTION SPECIFICATION.
NO WORK IS PERMITTED WITHIN ADJOINING PROPERTIES WITHOUT WRITTEN PERMISSION
FROM THE OWNERS OR RESPONSIBLE AUTHORITY.
DRAINAGE NOTES
ALL DRAINAGE OUTLET LEVELS SHALL BE CONFIRMED ON SITE, PRIOR TO CONSTRUCTION
COMMENCING.
ALL PIPES WITHIN THE PROPERTY TO BE MIN. 100 DIA UPVC @ 1% MIN. GRADE, UNO.
ALL PITS WITHIN THE PROPERTY ARE TO BE FITTED WITH "WELDLOK" OR APPROVED
EQUIVALENT GRATES:
- LIGHT DUTY FOR LANDSCAPED AREAS
- HEAVY DUTY WHERE SUBJECTED TO VEHICULAR TRAFFIC
PITS WITHIN THE PROPERTY MAY BE CONSTRUCTED AS:
1) PRECAST STORMWATER PITS
2) CAST INSITU MASS CONCRETE
3) CEMENT RENDERED 230mm BRICKWORK
SUBJECT TO THE RELEVANT LOCAL AUTHORITY CONSTRUCTION SPECIFICATION.
ENSURE ALL GRATES TO PITS ARE SET BELOW FINISHED SURFACE LEVEL WITHIN THE
PROPERTY. TOP OF PIT RL'S ARE APPROXIMATE ONLY AND MAY BE VARIED SUBJECT TO
APPROVAL OF THE ENGINEER. ALL INVERT LEVELS ARE TO BE ACHIEVED.
ANY PIPES BENEATH RELEVANT LOCAL AUTHORITY ROAD TO BE RUBBER RING JOINTED
RCP, UNO.
ALL PITS IN ROADWAYS ARE TO BE FITTED WITH HEAVY DUTY GRATES WITH LOCKING
BOLTS AND CONTINUOUS HINGE.
PROVIDE STEP IRONS TO STORMWATER PITS GREATER THAN 1200 IN DEPTH.
TRENCH BACK FILL IN ROADWAYS SHALL COMPRISE SHARP, CLEAN GRANULAR BACK FILL IN
ACCORDANCE WITH THE RELEVANT LOCAL AUTHORITY SPECIFICATION TO
NON-TRAFFICABLE AREAS TO BE COMPACTED BY RODDING AND TAMPING USING A FLAT
PLATE VIBRATOR.
WHERE A HIGH EARLY DISCHARGE (HED) PIT IS PROVIDED ALL PIPES ARE TO BE
CONNECTED TO THE HED PIT, UNO.
DOWN PIPES SHALL BE A MINIMUM OF DN100 SW GRADE UPVC OR 100X100
COLORBOND/ZINCALUME STEEL, UNO.
COLORBOND OR ZINCALUME STEEL BOX GUTTERS SHALL BE A MINIMUM OF 450 WIDE X 150
DEEP.
EAVES GUTTERS SHALL BE A MINIMUM OF 125 WIDE X 100 DEEP (OR OF EQUIVALENT AREA)
COLORBOND OR ZINCALUME STEEL, UNO.
SUBSOIL DRAINAGE SHALL BE PROVIDED TO ALL RETAINING WALLS & EMBANKMENTS, WITH
THE LINES FEEDING INTO THE STORMWATER DRAINAGE SYSTEM, UNO.
EARTHWORKS NOTES
THE EARTHWORKS SHALL BE CARRIED OUT IN ACCORDANCE WITH THE PROJECT
GEOTECHNICAL REPORT.
THE SITE OF THE WORKS SHALL BE PREPARED BY STRIPPING ALL EXISTING TOPSOIL, FILL
AND VEGETATION.
SUBGRADE SHALL BE COMPACTED UNTIL A DRY DENSITY HAS BEEN ACHIEVED OF NOT
LESS THAN 100% OF THE STANDARD MAXIMUM DRY DENSITY WHEN TESTED IN
ACCORDANCE WITH AS 1289 TESTS E.1.1. OR E.1.2.
THE EXPOSED SUBGRADE SHOULD BE PROOF ROLLED TO DETECT ANY SOFT OR WET
AREAS WHICH SHOULD BE LOCALLY EXCAVATED AND BACK FILLED WITH SELECTED
MATERIAL.
THE BACK FILLING MATERIAL SHALL BE IMPORTED GRANULAR FILL OF LOW PLASTICITY,
PREFERABLY CRUSHED SANDSTONE, AND TO BE PLACED IN LAYERS NOT EXCEEDING 150
LOOSE THICKNESS AND COMPACTED TO 98% OF STANDARD DRY DENSITY AT A MOISTURE
CONTENT WITHIN 2% OF OPTIMUM.
SITE WORKS ARE TO BE BATTERED TO ADJACENT PROPERTY LEVELS.
STORMWATER MUST NOT BE CONCENTRATED ON TO AN ADJACENT PROPERTY.
AT NO TIME DURING OR AFTER CONSTRUCTION IS STORMWATER TO BE PONDED ON
ADJOINING PROPERTIES.
THE SITE SHALL BE GRADED AND DRAINED SO THAT STORMWATER WILL BE DIRECTED
AWAY FROM THE BUILDING PLATFORM.
STORMWATER DRAINAGE SHALL BE PROVIDED AND MAINTAINED THROUGHOUT THE
COURSE OF CONSTRUCTION. ALL STORMWATER RUNOFF SHALL BE GRADED AWAY FROM
THE SITE WORKS AND DISPOSED OF VIA SURFACE CATCHDRAINS AND STORMWATER
COLLECTION PITS.
ALL SURFACE CATCH DRAINS SHALL BE GRADED AT 1% (1 IN 100) MINIMUM. THE GROUND
SHALL GRADE AWAY FROM ANY DWELLING AT 5% (1 IN 20) FOR THE FIRST METRE THEN AT
2.5% (1 IN 40).
WHERE A CUT FILL PLATFORM IS USED THERE SHALL BE A MINIMUM BERM 1000 WIDE TO
THE PERIMETER OF THE SITE WORKS WHICH SHALL BE SUPPORTED BY BATTERS OF 3:1 IN
FILL.
ANY VERTICAL OR NEAR VERTICAL PERMANENT EXCAVATION (CUT) DEEPER THAN 600 IN
MATERIAL OTHER THAN ROCK SHALL BE ADEQUATELY RETAINED OR BATTERED AT A
MINIMUM OF 3:1.
WHERE BATTERS CANNOT BE PROVIDED TO SUPPORT THE CUT OR FILL, THEY SHALL BE
ADEQUATELY RETAINED.
RETAINING WALLS ARE TO BE CONSTRUCTED WITH ADEQUATE SUBSOIL DRAINAGE.
CONCRETE PAVEMENT
SUBGRADE SHALL BE PREPARED AS OUTLINED IN EARTHWORKS.
PROVIDE JOINTING AT MINIMUM 6000 MAX. INTERVALS OR AS OTHERWISE SPECIFIED IN THE
DRAWINGS.
CONCRETE SHALL COMPRISE A MIN. COMPRESSIVE STRENGTH OF 32MPa AT 28 DAYS IN
ACCORDANCE WITH THE RELEVANT LOCAL AUTHORITY SPECIFICATION, UNO.
ANY SUB-BASE MATERIAL SHALL BE COMPACTED AS OUTLINED IN EARTHWORKS.
CONCRETE KERB AND GUTTER SHALL COMPRISE A MINIMUM COMPRESSIVE STRENGTH OF
25MPa, UNO.
CONCRETE WORKS ARE TO BE CURED BY ONE OF THE FOLLOWING MEANS:
i) WETTING TWICE DAILY FOR THE FIRST THREE DAYS;
ii) USING AN APPROVED CURING COMPOUNDED FOR A MINIMUM OF 7 DAYS COMMENCING
IMMEDIATELY AFTER POURING.
FLEXIBLE PAVEMENT NOTES
SUBGRADE SHALL BE PREPARED AS OUTLINED IN EARTHWORKS.
PAVEMENT MATERIAL SHALL CONSIST OF APPROVED OR RIPPED SANDSTONE, NATURAL
GRAVEL OR FINE CRUSH ROCK AS PER THE RELEVANT COUNCIL AUTHORITY
SPECIFICATION.
PAVEMENT MATERIALS SHALL BE SPREAD IN LAYERS NOT EXCEEDING 150 AND NOT LESS 75
COMPACTED THICKNESS.
PAVEMENT MATERIALS SHALL BE SIZED AND OF A STANDARD OUTLINED IN AS1141.
CRUSHED OR RIPPED SANDSTONE SHALL BE MINUS 75 NOMINAL SIZE DERIVED FROM
SOUND, CLEAN SANDSTONE FREE FROM OVERBURDEN, CLAY SEAMS, SHALE AND OTHER
DELETERIOUS MATERIAL.
PAVEMENT MATERIALS SHALL BE COMPACTED BY SUITABLE MEANS TO SATISFY THE
FOLLOWING MINIMUM SPECIFICATIONS (AS PER AS1289.2)
DESCRIPTION MEDIUM DENSITY RATIO
SUB-BASE 98% MOD
BASE COURSE 98% MOD
ASPHALTIC CONCRETE 97% MOD
AND SUBJECT TO THE RELEVANT LOCAL AUTHORITY CONSTRUCTION SPECIFICATION.
TESTING FOR EACH LAYER SHALL BE UNDERTAKEN BY A N.A.T.A. REGISTERED
LABORATORY IN ACCORDANCE WITH AS1289, AT NOT MORE THAN 50m INTERVALS AND A
MINIMUM OF TWO PER LAYER. FURTHER FREQUENCY OF TESTING SHALL BE NO LESS THAN
THAT REQUIRED BY AS3978.
PAVED AREAS NOTES
SUBGRADE SHALL BE PREPARED AS OUTLINED IN EARTHWORKS.
ALL PAVERS ARE TO BE PLACED IN ACCORDANCE WITH THE MANUFACTURER'S
SPECIFICATION.
TRAFFICABLE AREAS:
SUB-BASE TO BE 150 COMPACTED THICKNESS DGS75.
SUB-BASE TO BE SUITABLY COMPACTED TO MEDIUM DENSITY 98% MOD.
SUB-BASE TO EXTEND AT LEAST 200 BEYOND PAVED SURFACE.
PAVERS TO BE 80 THICK INTERLOCKING PAVERS ON 50 SAND BEDDING.
NON TRAFFICABLE AREAS:
SUB BASE AS PER TRAFFICABLE AREAS
PAVERS TO BE 60 INTERLOCKING PAVERS ON 50 SAND BEDDING (UNO).
EROSION AND SEDIMENT NOTES
THIS PLAN TO BE READ IN CONJUNCTION WITH EROSION AND SEDIMENT CONTROL DETAILS
AS ATTACHED.
THE CONTRACTOR SHALL IMPLEMENT ALL SOIL EROSION AND SEDIMENT CONTROL
MEASURES AS NECESSARY AND TO THE SATISFACTION OF THE RELEVANT LOCAL
AUTHORITY PRIOR TO THE COMMENCEMENT OF AND DURING CONSTRUCTION. NO
DISTURBANCE TO THE SITE SHALL BE PERMITTED OTHER THAN IN THE IMMEDIATE AREA OF
THE WORKS AND NO MATERIAL SHALL BE REMOVED FROM THE SITE WITHOUT THE
RELEVANT LOCAL AUTHORITY APPROVAL. ALL EROSION AND SEDIMENT CONTROL DEVICES
TO BE INSTALLED AND MAINTAINED IN ACCORDANCE WITH STANDARDS OUTLINED IN NSW
DEPARTMENT OF HOUSING'S "MANAGING URBAN STORMWATER - SOILS AND
CONSTRUCTIONS".
TOPSOIL SHALL BE STRIPPED AND STOCKPILED OUTSIDE HAZARD AREAS SUCH AS
DRAINAGE LINES. THIS TOPSOIL SHALL BE RESPREAD LATER ON AREAS TO BE
REVEGETATED AND STABILISED ONLY, (I.E. ALL FOOTPATHS, BATTERS, SITE REGARDING
AREAS, BASINS AND CATCHDRAINS). TOPSOIL SHALL NOT BE RESPREAD ON ANY OTHER
AREAS UNLESS SPECIFICALLY INSTRUCTED BY THE SUPERINTENDENT. IF THEY ARE TO
REMAIN FOR LONGER THAN ONE MONTH STOCKPILES SHALL BE PROTECTED FROM
EROSION BY COVERING THEM WITH A MULCH AND HYDROSEEDING AND, IF NECESSARY, BY
LOCATING BANKS OR DRAINS DOWNSTREAM OF A STOCKPILE TO RETARD SILT LADEN
RUNOFF.
THE CONTRACTOR SHALL REGULARLY MAINTAIN ALL EROSION AND SEDIMENT CONTROL
DEVICES AND REMOVE ACCUMULATED SILT FROM SUCH DEVICES SUCH THAT MORE THAN
60% OF THEIR CAPACITY IS LOST. ALL THE SILT IS TO BE PLACED OUTSIDE THE LIMIT OF
WORKS. THE PERIOD FOR MAINTAINING THESE DEVICES SHALL BE AT LEAST UNTIL ALL
DISTURBED AREAS ARE REVEGETATED AND FURTHER AS MAY BE DIRECTED BY THE
SUPERINTENDENT OR COUNCIL.
LAY TURF STRIP (MIN 300 WIDE) ON 100 TOPSOIL BEHIND ALL KERB WITH 1000 LONG
RETURNS EVERY 6000 AND AROUND STRUCTURES IMMEDIATELY AFTER BACKFILLING AS
PER THE RELEVANT LOCAL AUTHORITY SPECIFICATION.
THE CONTRACTOR SHALL GRASS SEED ALL DISTURBED AREAS WITH AN APPROVED MIX AS
SOON AS PRACTICABLE AFTER COMPLETION OF EARTHWORKS AND REGRADING.
VEHICULAR TRAFFIC SHALL BE CONTROLLED DURING CONSTRUCTION CONFINING ACCESS
WHERE POSSIBLE TO NOMINATED STABILISED ACCESS POINTS.
WHEN ANY DEVICES ARE TO BE HANDED OVER TO COUNCIL THEY SHALL BE IN CLEAN AND
STABLE CONDITION.
THE CONTRACTOR SHALL IMPLEMENT DUST CONTROL BY REGULAR WETTING DOWN (BUT
NOT SATURATING) DISTURBED AREA.
PROVIDE AND MAINTAIN SILT TRAPS AROUND ALL SURFACE INLET PITS UNTIL CATCHMENT
IS REVEGETATED OR PAVED.
REVEGETATE ALL TRENCHES IMMEDIATELY UPON COMPLETION OF BACKFILLING.
ALL DRAINAGE PIPE INLETS TO BE CAPPED UNTIL:
- DOWNPIPES CONNECTED
- PITS CONSTRUCTED AND PROTECTED WITH SILT BARRIER
C1.
C2.
C3.
C4.
C5.
C6.
F1.
F2.
F3.
F4.
F5.
F6.
F7.
A1.
A2.
A3.
A4.
B1.
B2.
B3.
B4.
B5.
B6.
B7.
B8.
B9.
B12.
B11.
B10.
COVER
GENERAL NOTES
SW06
DESCRIPTIONSHEET No
GROUND FLOOR DRAINAGE PLAN
GENERAL NOTESCOVER
SW07
BASEMENT 2 DRAINAGE PLAN
SW01
SW02
SW04
SEDIMENT AND EROSION CONTROL PLAN
CONCEPT PLAN ONLY
STORMWATER SECTIONS AND DETAILS
DESCRIPTION
DENOTE ON-SITE DETENTION TANK OR PUMP OUT TANK
DP
DENOTES DOWNPIPE
DENOTE ON-SITE DETENTION BASIN
DENOTES 100mm DIA STORMWATER
SYSTEM PIPE AT 1% MIN. GRADE U.N.O
Ø100
DENOTES 150mm DIA STORMWATER
SYSTEM PIPE AT 1% MIN. GRADE U.N.O
Ø150
DENOTES 225mm DIA STORMWATER
SYSTEM PIPE AT 0.5% MIN. GRADE U.N.O
Ø225
DENOTES CLEANING EYE
DENOTES AGG LINE
STORMWATER PIT - GRATED INLET
DENOTES SEDIMENT FENCE
DENOTES INSPECTION OPENING WITH
SCREW DOWN LID AT FINISH SURFACE LEVEL
NON RETURN VALVE
STORMWATER PIT - SOLID COVER
DENOTE ROUND FLOOR DRAINS
DENOTE GRATED DRAIN
DENOTE SQUARE FLOOR DRAINS
DENOTE ABSORPTION TRENCH
PROPOSED FINISH FLOOR LEVELRL 6.20
DENOTE PLANTER BOX DRAINS
DENOTE EXISTING OVERLAND FLOW PATH
DENOTE RAINWATER TANK
O/FDENOTE WATER OUTLET
SYMBOLS
INVERT LEVEL
TOP OF KERB
RL
IL
TK
REDUCED LEVEL/SURFACE LEVELL
MUSIC MODELING DETAILS & CATCHMENTS PLAN
BASEMENT 1 DRAINAGE PLANSW03
LEVEL 8 DRAINAGE PLANSW05
ISSUE DATEREVISION AMENDMENT ISSUE
DRAWING NO.
SCALES
DRAWING TITLE
AS SHOWN
A6611 -
APPROVED
DESIGNED DRAFTED
ZK
JM
REVISION
SY
10-11-2016A ISSUED FOR COORDINATION
B
PROJECT
PROPOSED DEVELOPMENT
40-42 LOFTUS CRESCENT,
HOMEBUSHP.O.BOX 288 ENFIELD NSW 2136Phone (02) 9745 2014 Fax (02) 9745 0984
Email [email protected]
LINKURBANarchitecture
Shop 8-11 320 Liverpool Road Enfield NSW 2136
CLIENT
COPYRIGHT THIS DRAWING REMAINS THE PROPERTY OF ALPHA ENGINEERING & DEVELOPMENT
AND MAY NOT BE ALTERED IN ANY WAY WITHOUT ALPHA ENGINEERING'S WRITTEN CONSENT
Phone: (02) 9745 5202
Fax: (02) 8004 7461
Email: [email protected]
Address: 24A Burleigh St,
Burwood NSW 2134
Website: www.alphaengineering.com.au
11-11-2016B ISSUED FOR DA APPROVAL
SEDIMENT AND EROSION
CONTROL PLAN
CONCEPT PLAN ONLY
SW01
RL 13.87 (AHD)
BM SSM 96759
13,500
13,500
14,500
13,500
13,500
13,500
13,500
13,500
13,500
COMMUNAL
OPEN SPACE
ACCESSHATCH TO
OSD
RL 13,963
RL 14,412
DEEP SOIL ZONE 49 m2
DEEP SOIL ZONE 177 m2
7
11
5
RL 13,660
RL 13,811
RL 13,661
RL 13,510RL 14,113
RL 13,962
RL 13,812 RL 14,048
RL 14,136
RL 14,232
RL 14,143
RL 14,231
RL 14,325RL 14,320
RL 14,413
RL 14,500
6
8
9
16
15
10
14
12
17
13
6
7
8
10
11
13
15
17
4
3
8
1
2
5
7
10
6
11
12
9
14
13
16
15
17
14
2
3
1
4
16
12
9
8
BLCY
6
14
10
11
7
12
9
13
15
BREEZEWAY
BREEZEWAY
BLCY
BLCY
POS
BLCY
POS
POS
POS
POS
BLCY
BLCY
POS
POS
POS
RAMP 5.00 %RAMP 11.25 %
BIN
AMENITIES
STOCK PILERECYCLE
DISCHARGE WATER
THROUGH HAY BALES
TO PREVENT EROSION
MANUALLY ACTIVATED SUBMERSSIBLE
PUMP TO BE PLACED ON PLINTH AT
MIN 600mm FROM INVERT OF STILLING
POND. CONTRACTORS IS TO ENSURE
SEDIMENT HAS SETTLED PRIOR TO
PUMP OPERATION. SEDIMENT METRIAL
IS TO BE CLEARED REGULARLY AND
SHALL NOT AT ANY TIME REACH THE
LEVEL OF THE PUMP INTAKE.
FILTERATION UNIT
HOLDING TANK
PUMP LINE
CONSTRUCT STABLISED
TEMPORARY ENTRY/EXIT TO
COUNCIL'S REQUIREMENTS
SEDIMENT & EROSION CONTROL PLAN
1:200 @ A1
SEDIMENT FENCE
SEDIMENT FENCE
SEDIMENT FENCE
SEDIMENT FENCE
ISSUE DATEREVISION AMENDMENT ISSUE
DRAWING NO.
SCALES
DRAWING TITLE
AS SHOWN
A6611 -
APPROVED
DESIGNED DRAFTED
ZK
JM
REVISION
SY
10-11-2016A ISSUED FOR COORDINATION
B
PROJECT
PROPOSED DEVELOPMENT
40-42 LOFTUS CRESCENT,
HOMEBUSHP.O.BOX 288 ENFIELD NSW 2136Phone (02) 9745 2014 Fax (02) 9745 0984
Email [email protected]
LINKURBANarchitecture
Shop 8-11 320 Liverpool Road Enfield NSW 2136
CLIENT
COPYRIGHT THIS DRAWING REMAINS THE PROPERTY OF ALPHA ENGINEERING & DEVELOPMENT
AND MAY NOT BE ALTERED IN ANY WAY WITHOUT ALPHA ENGINEERING'S WRITTEN CONSENT
Phone: (02) 9745 5202
Fax: (02) 8004 7461
Email: [email protected]
Address: 24A Burleigh St,
Burwood NSW 2134
Website: www.alphaengineering.com.au
11-11-2016B ISSUED FOR DA APPROVAL
BASEMENT 2 DRAINAGE PLAN
CONCEPT PLAN ONLY
SW02
BASEMENT 2 DRAINAGE PLAN
1:100 @ A1
ALL DRAINAGE LINES SHALL BE UPVC (CLASS SH)
STORMWATER DRAINAGE PIPE, UNO.
ALL DRAINAGE LINES SHALL BE LAID @ 1% FALL MIN, UNO.
FIRST FLUSH RAINWATER DEVICES TO BE FITTED TO
DRAINAGE LINES TO BUILDER'S DETAIL, TYPICAL MINIMUM
EFFECTIVE EAVES GUTTER SIZE = 6700 mm²
MINIMUM EFFECTIVE EAVES GUTTER SLOPE = 1:500
THE FOLLOWING SYMBOLS & ABBREVIATIONS HAVE BEEN
USED:
DP = Ø150, UNO.
FD = FLOOR OUTLET , REFER TO DETAIL
SIP = SURFACE INLET PIT (NO LINTEL)
100Ø = Ø100 CHARGED LINE
IP = Ø150 INSPECTION POINT
RWH = RAIN WATER HEAD
RWO = RAIN WATER OUTLET (300 x 300)
FG = FLOOR GULLY Ø150
= RAINWATER SPREADER
= PROPOSED FINISHED SURFACE LEVEL
S
DP
RL 6.20
STANDARD PUMP OUT DESIGN NOTES
THE PUMP OUT SYSTEM SHALL BE DESIGNED TO BE OPERATED IN THE FOLLOWING MANNER:-
> THE PUMPS SHALL BE PROGRAMMED TO WORK ALTERNATIVELY SO AS TO ALLOW BOTH
PUMPS TO HAVE AN EQUAL OPERATION LOAD AND PUMP LIFE.
> A LOW LEVEL FLOAT SHALL BE PROVIDED TO ENSURE THAT THE MINIMUM REQUIRED WATER
LEVEL IS MAINTAINED WITHIN THE SUMP AREA OF THE BELOW GROUND TANK. IN THIS
REGARD THIS FLOAT WILL FUNCTION AS AN OFF SWITCH FOR THE PUMPS.
> A SECOND FLOAT SHALL BE PROVIDED AT A HIGHER LEVEL, APPROXIMATELY 300mm
ABOVE THE MINIMUM WATER LEVEL, WHEREBY ONE OF THE PUMPS WILL OPERATE AND
DRAIN THE TANK TO THE LEVEL OF THE LOW-LEVEL FLOAT.
> A THIRD FLOAT SHALL BE PROVIDED AT A HIGH LEVEL, WHICH IS APPROXIMATELY THE
ROOF LEVEL OF THE BELOW GROUND TANK. THIS FLOAT SHOULD START THE OTHER
PUMP THAT IS NOT OPERATING AND ACTIVATE THE ALARM.
> AN ALARM SYSTEM SHALL BE PROVIDED WITH A FLASHING STROBE LIGHT AND A PUMP
FAILURE WARNING SIGN WHICH ARE TO BE LOCATED AT THE DRIVEWAY ENTRANCE TO
THE BASEMENT LEVEL. THE ALARM SYSTEM SHALL BE PROVIDED WITH A BATTERY
BACK-UP IN CASE OF POWER FAILURE.
TYPICAL SHOTCRETE WALL DRAINAGE
NTS
2x300 WIDE
DRAINAGE STRIPS
@ 2m MAX SPACINGS
TO BE CONNECT TO AGG
LINE DRAIN TO PUMP TANK
REFER TO STRUCTURAL PLAN FOR DETAILS
PUMP DESIGN SUMMARY
CATCHMENT AREA = 65 m2 ( ALLOWED FOR DRIVEWAY )
BELOW GROUND TANK
1:100 ARI 120 MINUTE STORM = 52.2 mm/hr
VOLUME REQUIRED = 65 x 2 x 0.0522 = 6.80 m³
SEEPAGE IS ASSUMED 2.5ML/YEAR
VOLUME REQUIRED FOR SEEPAGE = (0.079x24x60x60)/1000 = 6.8m
3
(24 HOURS STORAGE)
TOTAL VOLUME IN PUMP OUT TANK = 6.8 + 6.8 = 13.6 m
3
RAINFALL INTENSITY FOR CALCULATIONS = 100 YEAR ARI
STORM DURATION 5 MINUTE = 239.9 mm/h
PUMP RATE REQUIRED = 65 x 239.9/3600 = 4.33 L/s
ADOPT TWO - SABRE KS-20 SUBMERSIBLE PUMPS OR EQUIVALENT
T
N
V
i
d
e
D
u
n
l
o
p
T
h
o
r
p
e
S
u
r
v
e
y
1
8
1
2
4
_
1
4
1
2
0
1
8,300
6,300
8,300BASEMENT 1
BASEMENT 2
SHAREDZONE
SHAREDZONE
SHAREDZONE
RESIDENTIALSTOREAGE
SHAREDZONE
SHAREDZONE
LIFT
TO B
UILD
ING
BRE
SIDE
NTIA
L
LIFT TO BUILDING ARESIDENTIAL
26° 04' 50"
44.200
206° 04' 50" 39.065
116° 10' 50"
74·630
38·430
288° 36' 20"
206° 04' 50" 30.480
296°04' 50" 6.095
DEEP SOIL ZONE 177 m2
DEEP SOIL ZONE 49 m2
45
1
2
3
4
5
1234567
8
9
10
11
12
13
14
15
78
910
1112
1314
1516
1718
1920
21
1
2
3
4
5
42 43 44
1 2 3 4 5
11 12 13
12
25262728293031323334
18
353637
20 21 22 23 2414 15 16 17 18 19
38 39 40 41
12345678910
RAMP 1:8RAMP 1:4RAMP 1:8
RL 8,300
RL 8,550
RL 9,050
RL 9,300
RAMP 1:8 RAMP 1:4 RAMP 1:8
RL 6,
300
RL 6,
550
RL 8,
050
RL 8,
300
PUMP OUT TANK
PIPE FROM ABOVE
BASEMENT LEVEL
RISING MAIN
PIT B1
450 x 450
S.L.
I.L.
6.25
5.75
PIT B2
450 x 450
S.L.
I.L.
6.25
5.65
PIT B3
450 x 450
S.L.
I.L.
6.25
5.50
PIT B4
450 x 450
S.L.
I.L.
6.25
5.75
PIT B5
450 x 450
S.L.
I.L.
6.25
5.75
PIT B6
450 x 450
S.L.
I.L.
6.25
5.65
PIT B7
450 x 450
S.L.
I.L.
6.25
5.55
PIT B8
450 x 450
S.L.
I.L.
6.25
5.40
PUMP OUT TANK
AREA: 12 m²
AVERAGE DEPTH: 1.25 m
VOLUME STORED: 15.0 m³
PIT BB
900 x 900
S.L.
I.L.
6.25
4.75
PIT BA
900 x 900
S.L.
I.L.
6.25
4.70
X
RL 6.30
X
RL 6.30
X
RL 6.30
X
RL 6.30
X
RL 6.30
X
RL 6.30
X
RL 6.30
X
RL 6.30
AGG PIPE
AGG PIPE
AGG PIPE
Ø100 UPVC @ 1% MIN. Ø100 UPVC @ 1% M
IN.
Ø100 UPVC @ 1% MIN.
Ø100 UPVC @ 1% MIN.Ø100 UPVC @ 1% M
IN.
Ø100 UPVC @ 1% MIN.
P
R
E
S
S
U
R
E
P
I
P
E
Ø100 UPVC @ 1% MIN.
Ø100 UPVC @ 1% MIN.
DP
DP
DP
PIPE FROM ABOVE
BASEMENT LEVEL
PIPE FROM ABOVE
BASEMENT LEVEL
PIPE FROM ABOVE
BASEMENT LEVEL
Ø
1
0
0
U
P
V
C
@
1
%
M
I
N
.
Ø
1
0
0
U
P
V
C
@
1
%
M
I
N
.
Ø
1
0
0
U
P
V
C
150 x 100 mm SPOON DRAIN
150 x 100 m
m SPO
ON
D
RAIN
150 x 100 mm SPOON DRAIN
150 x 100 m
m SPO
ON
D
RAIN
IP
Ø90
Ø90
Ø90
Ø90
Ø90
IP
IP
IP
IP
150 x 100 m
m SPO
ON
D
RAIN
150 x 100 m
m SPO
ON
D
RAIN
150 x 100 mm SPOON DRAIN
X
RL
8
.3
0
X
RL
8.3
0
X
RL
8.3
0
Ø100 UPVC @ 1% MIN.
Ø100 UPVC @ 1% MIN.
Ø100 UPVC @ 1% MIN.
Ø100 UPVC @ 1% MIN.
PIT B9
450 x 450
S.L.
I.L.
8.25
7.85
PIT B10
450 x 450
S.L.
I.L.
8.25
7.75
PIT B11
450 x 450
S.L.
I.L.
8.25
7.65
PIT B12
450 x 450
S.L.
I.L.
8.25
7.85
DP
Ø90
Ø90
Ø90
Ø90
PIT WITH
STORMWATER360
ENVIROPOD
Ø
1
0
0
U
P
V
C
IPIP
11,5
00
10,300 9,300
9,30010,300
11,500
11,5
00
11,5
0011
,500
11,5
0011
,500
11,500
11,500
BASEMENT 1
LOADING ZONE
DOW
N TO
BAS
EMEN
T 2
SHAREDZONE
LIFT TO BUILDING ARESIDENTIAL
SHAREDZONE
SHAREDZONE
GARAGE DOORENTRY TO BASEMENT
emergency stormwater overflow to street
DEEP SOIL ZONE 174 m2
DEEP SOIL ZONE 47 m2
8
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17 1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
6
7
8
9
10
11
12
13
14
15
67
8
9 10
11
12
13
14
15
6
7
8
9
10
11
12
13
14
15
1 2 3 4 5 6 7
8
9
10
11
12
13
14
15
7654321
35 34 33
323130292827262524
1011
1213
40 39 38 37
RE
SID
EN
TIA
L E
NT
RY
22 21 20 19 18 17 16 15 14
1
2
3
4
5
RESIDENTIAL STORAGE
OSD
WA
ST
E S
TO
RA
GE
/C
OL
LE
CT
IO
N
BLCY
BULKY STORAGE
BLCY
LIF
T L
OB
BY
BLCY
BLCY
BLCY
RAMP
6.25
%
RAMP 11.25 %
RAMP 11.25 %RAMP 11.25 % RAMP 5.00 %
RL 9,073
RL 9,511
RL 9,84
8
RL 10,220
RL 11,175
RL 11,525
RAMP 1:8RAMP 1:4RAMP 1:8
RL 9,300
RL 9,550
RL 10,050
RL 10,300
RAMP 1:8 RAMP 1:4 RAMP 1:8
RL 6,
300
RL 6,
550
RL 8,
050
RL 8,
300
26° 04' 50"
206° 04' 50" 39.065
74·630
38·430
288° 36' 20"
30.480
296°04' 50" 6.095
150 WIDE 70 DEPTH SPOON DRAIN
CONCRETE PILING
BLUE METAL
AGG. LINE
SLAB ON GROUND
SUBSOIL DRAINAGE DETAIL
1:20
100 DIA INSPECTION
RISE FOR EVERY 10m
MAX
BASEMENT 1 DRAINAGE PLAN
1:100 @ A1
ALL DRAINAGE LINES SHALL BE UPVC (CLASS SH)
STORMWATER DRAINAGE PIPE, UNO.
ALL DRAINAGE LINES SHALL BE LAID @ 1% FALL MIN, UNO.
FIRST FLUSH RAINWATER DEVICES TO BE FITTED TO
DRAINAGE LINES TO BUILDER'S DETAIL, TYPICAL MINIMUM
EFFECTIVE EAVES GUTTER SIZE = 6700 mm²
MINIMUM EFFECTIVE EAVES GUTTER SLOPE = 1:500
THE FOLLOWING SYMBOLS & ABBREVIATIONS HAVE BEEN
USED:
DP = Ø150, UNO.
FD = FLOOR OUTLET , REFER TO DETAIL
SIP = SURFACE INLET PIT (NO LINTEL)
100Ø = Ø100 CHARGED LINE
IP = Ø150 INSPECTION POINT
RWH = RAIN WATER HEAD
RWO = RAIN WATER OUTLET (300 x 300)
FG = FLOOR GULLY Ø150
= RAINWATER SPREADER
= PROPOSED FINISHED SURFACE LEVEL
S
DP
RL 6.20
9,300
LOADING ZONE
GARAGE DOORENTRY TO
WASTE STORAGE
200 WIDE
GRATED DRAIN
S.L. 9.30
I.L. 9.10
RWO
RWO
RWORWO
RWO
RWO
RWO
RWO
RWO
DP
DP
DP
DP
Ø100 PVC
Ø100 PVC
Ø
1
0
0
P
V
C
Ø
1
0
0
P
V
C
Ø
1
0
0
P
V
C
Ø100 PVC
Ø100 PVC
Ø100 PVC
Ø100 PVC
PIPE TO LOWER
BASEMENT LEVEL
PIPE TO LOWER
BASEMENT LEVEL
PIPE TO LOWER
BASEMENT LEVEL
X
RL 10.30
X
RL 10.30
X
RL 9.30
X
RL 10.30
X
RL 10.30
X
RL 1
0.3
0
RWO1
300 x 300
S.L.
I.L.
10.25
9.95
RWO2
300 x 300
S.L.
I.L.
10.25
9.85
RWO8
300 x 300
S.L.
I.L.
9.25
8.95
RWO9
300 x 300
S.L.
I.L.
9.25
8.85
RWO3
300 x 300
S.L.
I.L.
10.25
9.95
RWO4
300 x 300
S.L.
I.L.
10.25
9.85
RWO5
300 x 300
S.L.
I.L.
10.25
9.95
RWO7
300 x 300
S.L.
I.L.
10.25
9.85
RWO6
300 x 300
S.L.
I.L.
10.25
9.95
X
RL
9.3
0
PIPE TO LOWER
BASEMENT LEVEL
X
RL 10.30
Ø100 PVC
RWO10
300 x 300
S.L.
I.L.
9.25
8.95
RWO
GARBAGE BINS AREA
NOT TO BE DRAINED
TO STOWMWATER
DRAINAGE SYSTEM. TO
BE CONNECTED TO
SEWER BY OTHER
OSD TANK
BELOW
X
IL 11.53
X
XIL 11.53
IL 11.50
ISSUE DATEREVISION AMENDMENT ISSUE
DRAWING NO.
SCALES
DRAWING TITLE
AS SHOWN
A6611 -
APPROVED
DESIGNED DRAFTED
ZK
JM
REVISION
SY
10-11-2016A ISSUED FOR COORDINATION
B
PROJECT
PROPOSED DEVELOPMENT
40-42 LOFTUS CRESCENT,
HOMEBUSHP.O.BOX 288 ENFIELD NSW 2136Phone (02) 9745 2014 Fax (02) 9745 0984
Email [email protected]
LINKURBANarchitecture
Shop 8-11 320 Liverpool Road Enfield NSW 2136
CLIENT
COPYRIGHT THIS DRAWING REMAINS THE PROPERTY OF ALPHA ENGINEERING & DEVELOPMENT
AND MAY NOT BE ALTERED IN ANY WAY WITHOUT ALPHA ENGINEERING'S WRITTEN CONSENT
Phone: (02) 9745 5202
Fax: (02) 8004 7461
Email: [email protected]
Address: 24A Burleigh St,
Burwood NSW 2134
Website: www.alphaengineering.com.au
11-11-2016B ISSUED FOR DA APPROVAL
BASEMENT 1 DRAINAGE PLAN
SW03
CONCEPT PLAN ONLY
13.73
1
3
.
6
1
1
3
.
7
9
T
K
1
3
.
5
9
1
3
.
7
1
1
3
.
7
3
1
3
.
5
5
1
3
.
6
0
3
.
5
2
1
3
.
5
5
1
3
.
5
9
1
3
.
5
9
1
3
.
5
3
1
3
.
5
0
L
I
P
1
3
.
6
1
.
6
3
1
3
.
7
5
T
K
1
3
.
7
4
T
K
1
3
.
7
1
T
K
1
3
.
6
5
T
K
1
3
.
7
2
K
1
4
.
4
6
1
1
.
5
7
2
.
1
1
1
2
.
0
5
1
4
.
5
2
.
7
6
1
3
.
8
1
1
3
.
6
9
1
3
.
6
4
1
3
.
6
2
1
3
.
6
5
7
1
3
.
6
3
1
3
.
6
0
T
K
3
.
8
3
T
K
1
3
.
8
1
T
K
TW 13.73
TW 13.73
Telstra
Law
n
Law
n
Law
n
Footpath
C
oncrete
V
ehicle
C
rossing
C
oncrete
LO
FT
US
L
AN
E
1
2
.5
1
3
.
5
B
rick W
all
1
1
.
5
1
1
1
.
5
2
1
1
.
4
5
1
1
.
4
2
1
1
.
5
3
1
1
.
5
8
1
1
.
6
0
1
1
.
6
9
1
1
.
7
5
1
1
.
7
1
1
1
.
6
5
1
1
.
6
2
1
1
.
5
8
1
1
.
5
6
1
1
.
5
9
1
1
.
6
6
1
1
.
6
9
1
1
.
7
5
1
1
.
4
8
1
1
.
5
3
1
1
.
6
2
1
1
1
1
.
6
4
1
1
.
5
7
L
I
P
L
I
P
L
I
P
L
I
P
L
I
P
L
I
P
L
I
P
T
K
T
K
T
K
T
K
T
K
T
K
T
K
T
K
T
K
T
K
11.54 Grate
10.76 Invert
Co
ncre
te
R
oll K
erb
&
G
utte
r
Co
ncre
te
R
oll K
erb
&
G
utte
r
87 (AHD)
M 96759
1
6
.
0
2
2
3
.
3
9
1
3
.
8
8
TW 23.39
Balcony
RL 16.46
RL 19.36
1
2
.
2
1
1
.
6
8
1
2
.
4
7
1
3
.
8
8
1
3
.
5
4
1
3
.
2
4
1
2
.
9
3
1
2
.
6
5
12.45
1
2
.
5
7
1
2
.
5
7
1
2
.
8
5
1
3
.
1
7
1
3
.
4
7
1
3
.
7
9
T
K
T
K
T
K
T
K
T
K
L
I
P
L
I
P
L
I
P
L
I
P
L
I
P
T
K
Power Pole +
Electric Light Pole
Vehicle
Crossing
RL 16.46
RL 19.36
12.29 Grate
11.71 Invert
Concrete Roll Kerb & Gutter
1
3
13
13,500
13,500
14,500
13,500
13,500
13,500
13,500
13,500
13,500
COMMUNAL
OPEN SPACE
4.9M
ROAD
WID
ENIN
G4.9
M RO
AD W
IDEN
ING
4.9M
ROAD
WID
ENIN
G
ACCESSHATCH TO
OSD
Y
DP 446141
288° 30' 20" 10·515
1
1
.
0
8
1
4
.
1
0
1
1
.
6
5
1
1
.
6
3
RL 13,963
RL 14,412
5
1
1
.
7
2
DEEP SOIL ZONE 49 m2
1
1
.5
12.5
1
2DEEP SOIL ZONE 177 m2
7
11
5
7
RL 13,660
RL 13,811
RAMP 2.50 %RAMP
2.50
%
RL 13,661
RL 13,510
RAMP
2.50
% RAMP 2.50 %
RL 14,113
RL 13,962
RAMP
2.50
%
RL 13,812 RL 14,048
RL 14,136
RAMP 2.50 %
RL 14,232
RL 14,143
RL 14,231
RL 14,325RL 14,320
RAMP 2.50 %
3
RAMP
2.50
%21 4
RL 14,413
RL 14,500
RAMP
2.50
%
AC
CE
SS
T
O C
OS
6
8
9
16
15
10
14
12
17
13
6
7
8
10
11
13
15
17
4
3
8
1
2
5
7
10
6
11
12
9
14
13
16
15
17
14
2
3
1
4
16
12
9
3
AC
CE
SS
T
O C
OS
6
8
9
13
14
10
11
12
15
RE
SID
EN
TIA
L E
NT
RY
BLCY
RAMP 11.25 %
RE
SID
EN
TIA
L E
NT
RY
4
VE
HIC
UL
AR
A
CC
ES
S
AC
CE
SS
T
O C
OS
2 15
6
14
10
11
7
8
12
9
13
15
BREEZEWAY
CO
RR
ID
OR
BREEZEWAY
CO
RR
ID
OR
BLCY
CO
RR
ID
OR
BLCY
POS
BLCY
POS
POS
POS
POS
BLCY
BLCY
POS
POS
POS
RAMP 5.00 %RAMP 11.25 %
RAMP 11.25 %
RAMP
6.25
%
RL 11,525
RL 9,84
8
RL 11,175
RL 9,511
RL 10,220
RL 9,073
26° 04' 50"
44.200
206° 04' 50" 39.065
116° 10' 50"
74·630
38·430
288° 36' 20"
206° 04' 50" 30.480
296°04' 50" 6.095
ISSUE DATEREVISION AMENDMENT ISSUE
DRAWING NO.
SCALES
DRAWING TITLE
AS SHOWN
A6611 -
APPROVED
DESIGNED DRAFTED
ZK
JM
REVISION
SY
10-11-2016A ISSUED FOR COORDINATION
B
PROJECT
PROPOSED DEVELOPMENT
40-42 LOFTUS CRESCENT,
HOMEBUSHP.O.BOX 288 ENFIELD NSW 2136Phone (02) 9745 2014 Fax (02) 9745 0984
Email [email protected]
LINKURBANarchitecture
Shop 8-11 320 Liverpool Road Enfield NSW 2136
CLIENT
COPYRIGHT THIS DRAWING REMAINS THE PROPERTY OF ALPHA ENGINEERING & DEVELOPMENT
AND MAY NOT BE ALTERED IN ANY WAY WITHOUT ALPHA ENGINEERING'S WRITTEN CONSENT
Phone: (02) 9745 5202
Fax: (02) 8004 7461
Email: [email protected]
Address: 24A Burleigh St,
Burwood NSW 2134
Website: www.alphaengineering.com.au
11-11-2016B ISSUED FOR DA APPROVAL
GROUND FLOOR DRAINAGE PLAN
1:100 @ A1
ALL DRAINAGE LINES SHALL BE UPVC (CLASS SH)
STORMWATER DRAINAGE PIPE, UNO.
ALL DRAINAGE LINES SHALL BE LAID @ 1% FALL MIN, UNO.
FIRST FLUSH RAINWATER DEVICES TO BE FITTED TO DRAINAGE LINES
TO BUILDER'S DETAIL, TYPICAL MINIMUM EFFECTIVE EAVES GUTTER
SIZE = 6700 mm²
MINIMUM EFFECTIVE EAVES GUTTER SLOPE = 1:500
THE FOLLOWING SYMBOLS & ABBREVIATIONS HAVE BEEN USED:
DP = Ø150, UNO.
FD = FLOOR OUTLET , REFER TO DETAIL
SIP = SURFACE INLET PIT (NO LINTEL)
100Ø = Ø100 CHARGED LINE
IP = Ø150 INSPECTION POINT
RWH = RAIN WATER HEAD
RWO = RAIN WATER OUTLET (300 x 300)
FG = FLOOR GULLY Ø150
= RAINWATER SPREADER
= PROPOSED FINISHED SURFACE LEVEL
S
DP
GROUND FLOOR DRAINAGE PLAN
SW04
RL 6.20
CONCEPT PLAN ONLY
RWO
RWO
RWO
RWO
RWO
Ø375 RCP CLASS 4 (RRJ)
EXISTIN
G STO
RM
WATER PIPE
OSD TANK
BELOW
PIT A
900 x 900
S.L.
I.L.
14.50
11.55
Ø
2
2
5
U
P
V
C
A
R
E
A
L
PROPOSED
KERB INLET PIT
R.L.
I.L.
1.2 M LINTEL
PROPOSED
KERB INLET PIT
R.L.
I.L.
11.35
10.65
1.2 M LINTEL
KIP 2
KIP 1
CONSTRUCT A NEW
KERB INLET PIT
1.2m LINTEL . INVERT AND
SURFACE LEVELS TO BE
CONFIRMED PRIOR CC
S.L. = 11.35 (ASSUMED)
I.L. = 10.65 (ASSUMED)
CONSTRUCT A NEW
KERB INLET PIT
1.2m LINTEL TO COUNCIL
STANDARD.
S.L. = 11.35
I.L. = 10.75
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
FG
EXISTING STORMWATER PIPE
FILTER
CHAMBER
DRIVEWAY AREA
TO BASEMENT
PUMP OUT TANK
A = 57.2 m
2
OSD (TANK)
AREA: 22.0 m²
AVERAGE DEPTH: 1850 mm
VOLUME STORED: 40.70 m³
Ø150 PVC AREALØ225 PVC AREAL
Ø225 PVC AREAL
Ø100 PVC AREAL
Ø100 PVC AREAL
Ø100 PVC AREAL
Ø100 PVC
Ø
1
0
0
P
V
C
A
R
E
A
L
Ø
1
0
0
P
V
C
A
R
E
A
L
Ø
1
0
0
P
V
C
A
R
E
A
L
Ø
1
0
0
PV
C
A
R
E
A
L
Ø100 PVC AREAL
Ø100 PVC AREAL
Ø
1
0
0
P
V
C
Ø100 PVC AREAL
Ø
1
0
0
P
V
C
A
R
E
A
L
Ø
1
0
0
P
V
C
A
R
E
A
L
Ø100 PVC AREAL
PIT P1
600 x 600
S.L.
I.L.
11.90
11.40
PIT P2
600 x 600
S.L.
I.L.
11.95
11.40
PIT P3
600 x 600
S.L.
I.L.
11.90
11.30
PIT P4
600 x 600
S.L.
I.L.
13.50
13.15
PIT P5
600 x 600
S.L.
I.L.
13.50
13.15
PIT P6
600 x 600
S.L.
I.L.
13.50
13.15
Ø
2
2
5
P
V
C
A
R
E
A
L
100 WIDE
GRATED DRAIN
S.L. 13.50
I.L. 13.40
100 WIDE
GRATED DRAIN
S.L. 13.50
I.L. 13.40
Ø100 PVC AREAL
Ø
1
0
0
P
V
C
APPROXIMATE LOCATION
OF THE EXISTING
STORMWATER PIT. LEVELS
AND LOCATION T BE
CONFIRMED PRIOR CC
Ø100 OUTLET PIPE TO
DISCHARGE TO THE
EXISTING STORMWATER
PIT.
SL = 11.54
IL = 10.76
Ø100 OUTLET PIPE TO BE
STRAPPED TO THE
UNDERSIDE OF LOWER
GROUND SLAB OR WALL
X
IL 11.53
X
XIL 11.53 IL 11.50
DCP
900 x 900
S.L.
C.L.
I.L.
14.50
11.35
11.235
FLASHING LIGHT
AND SIREN FOR
BASEMENT PUMP
FAILURE.
600 mm W x 200 D
OVERFLOW SLOT
IL = 13.40
EMERGENCY OVERFLOW PATH
INDICATIVE LOCATION OF
THE NEW KERB AND
GUTTER TO BE DESIGNED IN
ACCORDANCE WITH
COUNCIL STANDARDS.
Ø150 STORMWATER PIPE
TO BE STRAPPED TO THE
UNDERSIDE OF GROUND
SLAB
ACCESS
GRATE
XRL 11.50
XRL 11.45
TWL = RL 13.40
PIT WITH
STORMWATER360
ENVIROPOD
PIT WITH
STORMWATER360
ENVIROPOD
STORMWATER 360 FILTER
CHAMBER REFER TO DETAILS
ACCESS
COVER
PLATE
ACCESS
COVER PLATE
11.35
10.75
10000L
RAINWATER
TANK
10000L INGROUND
RAINWATER TANK
(3500Lx2780Wx950H mm)
TO COUNCIL
REQUIREMENTS &
RECOMMENDATION.
CONNECT ONLY THE ROOF
DRAINAGE PIPES
Ø
1
0
0
P
V
C
A
R
E
A
L
RISING MAIN
FROM BASEMENT 2
P
R
E
S
S
U
R
E
P
I
P
E
A
R
E
A
L
ISSUE DATEREVISION AMENDMENT ISSUE
DRAWING NO.
SCALES
DRAWING TITLE
AS SHOWN
A6611 -
APPROVED
DESIGNED DRAFTED
ZK
JM
REVISION
SY
10-11-2016A ISSUED FOR COORDINATION
B
PROJECT
PROPOSED DEVELOPMENT
40-42 LOFTUS CRESCENT,
HOMEBUSHP.O.BOX 288 ENFIELD NSW 2136Phone (02) 9745 2014 Fax (02) 9745 0984
Email [email protected]
LINKURBANarchitecture
Shop 8-11 320 Liverpool Road Enfield NSW 2136
CLIENT
COPYRIGHT THIS DRAWING REMAINS THE PROPERTY OF ALPHA ENGINEERING & DEVELOPMENT
AND MAY NOT BE ALTERED IN ANY WAY WITHOUT ALPHA ENGINEERING'S WRITTEN CONSENT
Phone: (02) 9745 5202
Fax: (02) 8004 7461
Email: [email protected]
Address: 24A Burleigh St,
Burwood NSW 2134
Website: www.alphaengineering.com.au
11-11-2016B ISSUED FOR DA APPROVAL
LEVEL 8 DRAINAGE PLAN
SW05
LEVEL 8 DRAINAGE PLAN
1:100 @ A1
ALL DRAINAGE LINES SHALL BE UPVC (CLASS SH)
STORMWATER DRAINAGE PIPE, UNO.
ALL DRAINAGE LINES SHALL BE LAID @ 1% FALL MIN, UNO.
FIRST FLUSH RAINWATER DEVICES TO BE FITTED TO DRAINAGE LINES
TO BUILDER'S DETAIL, TYPICAL MINIMUM EFFECTIVE EAVES GUTTER
SIZE = 6700 mm²
MINIMUM EFFECTIVE EAVES GUTTER SLOPE = 1:500
THE FOLLOWING SYMBOLS & ABBREVIATIONS HAVE BEEN USED:
DP = Ø150, UNO.
FD = FLOOR OUTLET , REFER TO DETAIL
SIP = SURFACE INLET PIT (NO LINTEL)
100Ø = Ø100 CHARGED LINE
IP = Ø150 INSPECTION POINT
RWH = RAIN WATER HEAD
RWO = RAIN WATER OUTLET (300 x 300)
FG = FLOOR GULLY Ø150
= RAINWATER SPREADER
= PROPOSED FINISHED SURFACE LEVEL
S
DP
RL 6.20
T
N
V
i
d
e
D
u
n
l
o
p
T
h
o
r
p
e
S
u
r
v
e
y
1
8
1
2
4
_
1
4
1
2
0
1
4.9M
ROAD
WID
ENIN
G4.9
M RO
AD W
IDEN
ING
4.9M
ROAD
WID
ENIN
G
26° 04' 50"
44.200
206° 04' 50" 39.065
116° 10' 50"
74·630
38·430
288° 36' 20"
206° 04' 50" 30.480
296°04' 50" 6.095
1
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5
6 7 8 9 10
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13
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15
12345
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9
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67
8
9
10
11
12
13
14
15
12345
COMMON OPEN SPACE
CONCEPT PLAN ONLY
RWO
RWO
RWO
RWO
RWO
O/F
O/F
O/F
O/F
O/F
ISSUE DATEREVISION AMENDMENT ISSUE
DRAWING NO.
SCALES
DRAWING TITLE
AS SHOWN
A6611 -
APPROVED
DESIGNED DRAFTED
ZK
JM
REVISION
SY
10-11-2016A ISSUED FOR COORDINATION
B
PROJECT
PROPOSED DEVELOPMENT
40-42 LOFTUS CRESCENT,
HOMEBUSHP.O.BOX 288 ENFIELD NSW 2136Phone (02) 9745 2014 Fax (02) 9745 0984
Email [email protected]
LINKURBANarchitecture
Shop 8-11 320 Liverpool Road Enfield NSW 2136
CLIENT
COPYRIGHT THIS DRAWING REMAINS THE PROPERTY OF ALPHA ENGINEERING & DEVELOPMENT
AND MAY NOT BE ALTERED IN ANY WAY WITHOUT ALPHA ENGINEERING'S WRITTEN CONSENT
Phone: (02) 9745 5202
Fax: (02) 8004 7461
Email: [email protected]
Address: 24A Burleigh St,
Burwood NSW 2134
Website: www.alphaengineering.com.au
11-11-2016B ISSUED FOR DA APPROVAL
SW06
CONCEPT PLAN ONLY
STORMWATER SECTION DETAILS
OSD
TANK
BELOW GROUND TANK - STORMWATER SECTION AT OUTLET
NTS
TANK TO THE NON-RETURN FLAP VALVE.
WITHIN THE BASE OF THE TANK THAT
TO THE V-CHANNEL.
CREATE A V-TYPE CHANNEL SECTION
GRADES FROM THE TOP END OF THE
THE BASE OF THE TANK TO GRADE
I.L RL 11.53
INLET PIPES
MAX WATER LEVEL R.L 13.40
MIN 1% FALL
RH3030 WITH HANDLE
REMOVABLE TRIANGULAR
LYSAGHT MAXIMESH TYPE
SCREEN HOT DIPPED GALV.
150 DIA NON-RETURN
PVC FLAP VALVE
AT 300 CTS IN ACCORDANCE WITH
POINTS OF THE TANK.
THE AUST STANDARDS AT ALL ACCESS
C.L RL 11.35
I.L RL 11.237
DISCHARGE LINE
225 DIA PVC PIPE
PROVIDE GALVANISED STEP IRONS
DCP
1200x900 HINGED HEAVY DUTY
CHILD PROOF GALVANISED MILD
STEEL GRATE AND FRAME WITH J-LOCKS.
S.L.14.50
3mm S.S ORIFICE PLATE
MACHINED ORIFICE.
PIT WALL WITH SELECTED DIA.
EPOXY & DYNABOLTED TO
I.L RL 11.50
I.L RL 11.05
WEIR R.L 13.10
STRUCTURAL SLABS AND WALLS
TO STRUCTURAL ENGINEER'S SEPC.'S
GRATE R.L. 14.50
PIT A
UNDERSIDE OF SLAB R.L 14.00
600 mm W x 200 D
OVERFLOW SLOT
IL = 13.40
S.L.14.50
LOFTUS LANE
NEW KERB INLET PIT IN
ACCORDANCE WITH COUNCIL
STANDARDS.
PROPOSED KERB
LEVEL RL 11.50
NEW PROPERTY
BOUNDARY
NEW FOOTPATH AND
GRASS VERGE TO
FUTURE DESIGN
PROPOSED Ø375 RCP CLASS 4
RRJ TO NEW KERB INLET PIT
BASEMENT LEVEL 1
GROUND FLOOR LEVEL
OSD TANK
BELOW
X
IL 11.53
X
XIL 11.53 IL 11.50
NTS
PUMP OUT TANK
PUMP OUT TANK PLAN
1:50
NON-RETURN
FLAP VALVE
RL 6.25
PUMP OUT TANK
AVERAGE HEIGHT = 1.25 m
WIDTH = 4.00m
LENGTH = 3.00m
VOLUME PROVIDED = 15.00m³
1% FALL MIN.
GRUNDFOS
GRUNDFOS
START
STOP
SUBSOIL DRAINAGE PUMPOUT PIT
900 SQ. HEAVY DUTY
ACCESS GRATE
PROVIDE
GALVANISED
IRON STEPS
@300c/c
900 SQ. HEAVY DUTY
ACCESS GRATE
HIGH
LEVEL
CONNECT TO STORMWATER
SYSTEM 100 DIA. AGG DRAIN
WITH GEO-SOCK
PROVIDE GALVANISED
IRON STEPS @300c/c
RL = 6.25
RL 7.75
RL 4.70
STEP IRONS FOR DRAINAGE PITS
NOTE:
1. FIRST RUNG 150mm DOWN FROM TOP,
THEN SPACED AT 300 CENTRES.
2. STEP IRON MATERIAL, 20m DIAMETER
MILD STEEL, HEAVY GALVANISED.
FACE OF WALL
STEP IRONS FOR
DRAINAGE PITS 1:100
DIMENSIONAL DATA
123
148100
75
N.B.
49 220
B
48
C
220
100
D
100
MALE LINE ADAPTER (BY OTHERS)
TYPICAL 100 SQ. PLANTER BOX DRAIN
1:5
SPECIFICATION CODE:
C100/90 A 100mm SIDE OUTLET
A
WEEP HOLES x 3
PLACES
INSPECTION
OPENING
SLOTTED PVC BY
OTHERS
OSD SIGN
THIS IS AN
ON-SITE STORMWATER
DETENTION SYSTEM
REQUIRED BY YOUR LOCAL COUNCIL
IT IS AN OFFENCE TO REDUCE THE VOLUME OF THE
TANK OR BASIN OR TO INTERFERE WITH THE
ORIFICE PLATE THAT CONTROLS THE OUTFLOW
THE BASE OF THE OUTLET CONTROL PIT AND THE
DEBRIS SCREEN MUST BE CLEANED OF DEBRIS AND
SEDIMENT ON A REGULAR BASIS BY THE OWNER
THIS PLATE MUST NOT BE REMOVED
SPS
HEIGHT
ADJUSTMENT:
MIN. 28
MAX. 105
C 100 A
CI LOWER BODY
TILING/PAVING/TOPPING
MEMBRANE
TYPICAL APPLICATION
TYPICAL Ø150 FLOOR DRAIN (FD) INLET IN SUSPENDED SLAB
1:5
SPECIFICATION CODE:
50
50
50
KEYWAY
DETAIL
50 CLEAR OF JOINT
STOP REINFORCEMENT
30
KEY JOINT-K.J.
BOND BREAKER TAPE
& APPROVED SEALANT
50
REINFORCEMENT TO
STRUCTURAL
ENGINEER'S DETAILS
LIGHT DUTY ACCESS GRATE
WITH CHILD PROOF "J" BOLT
OR APPROVED EQUIVALENT.
REFER TO PLAN FOR PIT SIZE.
CONTRACTOR TO EXCAVATE
& BACKFILL PIT AS PER
PIPE LAYING SPECIFICATION
'B' x 'D'
CONCRETE BENCHING/SHAPING
TO BASE OF ALL PITS
TYPICAL SURFACE INLET PIT
DETAIL 1:100
TYPICAL FOR ALL PITS IN NON TRAFFIC AREAS.
HANDLE
RH3030 MAXIMESH SCREEN, LONG AXIS OF THE
OVAL SHAPED HOLES SHOULD BE PLACED
HORIZONTAL, WITH THE PROTRUDING LIP OF EACH
HOLE FACING DOWNWARDS AND UPSTREAM
BRACKET ON
PIT WALL
OUTLET PIPE
BEHIND
3.0mm STAINLESS STEEL
ORIFICE PLATE
CIRCULAR HOLE TO SPECIFIED
DIAMETER WITH SHARP EDGES
MACHINED TO 0.5mm ACCURACY
STANDARD TRASH
SCREEN NTS
ORIFICE PLATE
DETAIL 1:20
ISSUE DATEREVISION AMENDMENT ISSUE
DRAWING NO.
SCALES
DRAWING TITLE
AS SHOWN
A6611 -
APPROVED
DESIGNED DRAFTED
ZK
JM
REVISION
SY
10-11-2016A ISSUED FOR COORDINATION
B
PROJECT
PROPOSED DEVELOPMENT
40-42 LOFTUS CRESCENT,
HOMEBUSHP.O.BOX 288 ENFIELD NSW 2136Phone (02) 9745 2014 Fax (02) 9745 0984
Email [email protected]
LINKURBANarchitecture
Shop 8-11 320 Liverpool Road Enfield NSW 2136
CLIENT
COPYRIGHT THIS DRAWING REMAINS THE PROPERTY OF ALPHA ENGINEERING & DEVELOPMENT
AND MAY NOT BE ALTERED IN ANY WAY WITHOUT ALPHA ENGINEERING'S WRITTEN CONSENT
Phone: (02) 9745 5202
Fax: (02) 8004 7461
Email: [email protected]
Address: 24A Burleigh St,
Burwood NSW 2134
Website: www.alphaengineering.com.au
11-11-2016B ISSUED FOR DA APPROVAL
MUSIC MODELING & CATCHMENT PLAN
SW07
CONCEPT PLAN ONLY
ROAD AREA = 79.52 m
2
ROOF AREA = 1509.1 m
2
PERVIOUS AREA = 531.55 m
2
IMPERVIOUS AREA = 628.29 m
2
TOTAL SITE AREA = 2933.18 m
2
THE ROAD WIDENING AREA IS NOT COUNTED
STORMFILTER
CARTRIDGE DETAIL
STORMFILTER CHAMBER SECTION
1:50
STORMFILTER DESIGN TABLE
CARTRIDGE HEIGHT
TREATMENT BY MEDIA SURFACE AREA L/S/m2
CARTRIDGE FLOW RATE
SYSTEM HYDRAULIC DROP (H - REQ'D. MIN.)
(L/s)
SIZETHE 3.2 x 1.8m STORMFILTER TREATMENT CAPACITY VARIES BY NUMBER OF FILTER CARTRIDGES INSTALLED AND BY
REGION SPECIFIC INTERNAL FLOW CONTROLS.
THE STANDARD CONFIGURATION IS SHOWN. ACTUAL CONFIGURATION OF THE SPECIFIED STRUCTURE(S) PER CIVIL ENGINEER
WILL BE SHOWN ON SUBMITTAL DRAWING(S).
ALL PARTS PROVIDED AND INTERNAL ASSEMBLY BY STORMWATER360 UNLESS OTHERWISE NOTED.
690 460 310
930 700 550
1.4
1.42
0.7 1.4 0.7 1.4
0.71 0.95 0.47 0.63 0.32
GENERAL NOTES
1. INLET AND OUTLET PIPING SHALL BE SPECIFIED BY SITE CIVIL ENGINEER (SEE PLANS) AND PROVIDED BY CONTRACTOR.
STORMFILTER IS PROVIDED WITH OPENINGS AT INLET AND OUTLET LOCATIONS.
2. IF THE PEAK FLOW RATE, AS DETERMINED BY THE SITE CIVIL ENGINEER, EXCEEDS THE PEAK HYDRAULIC CAPACITY OF THE
PRODUCT, AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. PLEASE CONTACT STORMWATER360 FOR OPTIONS.
3. THE FILTER CARTRIDGE(S) ARE SIPHON-ACTUATED AND SELF-CLEANING. THE STANDARD DETAIL DRAWING SHOWS THE
MAXIMUM NUMBER OF CARTRIDGES. THE ACTUAL NUMBER SHALL BE SPECIFIED BY THE SITE CIVIL ENGINEER ON SITE
PLANS OR IN DATA TABLE BELOW. CONCRETE STRUCTURE TO BE PROVIDED BY OTHERS.
4. SEE STORMFILTER DESIGN TABLE FOR REQUIRED HYDRAULIC DROP. FOR SHALLOW, LOW DROP OR SPECIAL DESIGN
CONSTRAINTS, CONTACT STORMWATER360 FOR DESIGN OPTIONS.
5. ALL WATER QUALITY PRODUCTS REQUIRE PERIODIC MAINTENANCE AS OUTLINED IN THE O&M GUIDELINES. PROVIDE
MINIMUM CLEARANCE FOR MAINTENANCE ACCESS.
6. STRUCTURE AND ACCESS COVERS DESIGNED BY OTHERS. ACCESS COVERS TO BE A MINIMUM 900X900 ABOVE CARTRIDGES.
7. THE STRUCTURE THICKNESSES SHOWN ARE FOR REPRESENTATIONAL PURPOSES AND VARY REGIONALLY.
8. ANY BACKFILL DEPTH, SUB-BASE, AND OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND
SHALL BE SPECIFIED BY SITE CIVIL ENGINEER.
9. CARTRIDGE HEIGHT AND ASSOCIATED DESIGN PARAMETERS PER STORMFILTER DESIGN TABLE.
10. STORMFILTER BY STORMWATER360: SYDNEY (AU) PHONE: 1300 354 722 www.stormwater360.com.au
900x900 COVER PLATE OVER
TOP OF STORMFILTER FITOUT
CARTRIDGE BAY
WEIR WALL
RL = 13.04
Ø100mm VOID TO BE LEFT IN
WALL FOR UNDERDRAIN
INSTALLATION
150mm DEEP VOID FOR
STORMFILTER FITOUT
STORMFILTER CHAMBER PLAN
1:50
OUTLET TO
OSD
DISCHARGE
CHAMBER
UNDERDRAIN AND FALSE
FLOOR INSTALLED BY
STORMWATER360
STORMFILTER WALL CAST
IN-SITU (BY THE BUILDER)
4500 x 2100 x 150mm DEEP
VOID FOR STORMFILTER
FITOUT
900x900 COVER PLATE OVER
TOP OF STORMFILTER FITOUT
CARTRIDGE BAY
900x900 COVER PLATE OVER
TOP OF STORMFILTER FITOUT
CARTRIDGE BAY
INLETT
OUTLET TO
OSD
STORMFILTER CARTRIDGE
FILTERATION UNIT
FALSE FLOOR
PRECAST PIT BASE
IL = RL 12.10
RL 13.03
RL 13.50
RL 13.50
INLETT
INLETT
MUSIC MODEL CATCHMENT PLAN
1:200
690 PSORB FILTER