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Bio Retention Plan Set BR190571-C4.02
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PROPOSED CARPARK PAVEMENT - REFER PAVEMENT PLAN C5.01 FOR
PAVEMENT TYPE /EXTENTS
PROPOSED CONCRETE FOOTPATH - REFER CIVIL DETAILS SHEET C6.01
FOR DETAILS
PROPOSED LANDSCAPING - REFER TO LANDSCAPE ARCHITECTS
Ø300 CLASS 3
DRAWINGS FOR SURFACE TREATMENT
US IL 0.378 N8
DS IL 0.354 PROPOSED TANKS - REFER NOTES BELOW
LENGTH 4.70 m
GRADE 0.51 %
MH 2/5
SL1.708 PROPOSED BIORETENTION AREA - REFER DETAIL SHEET C4.02 AND TO
26 LANDSCAPE ARCHITECTS DRAWINGS FOR SURFACE TREATMENT
RP72829
CONCRETE SCOUR PROTECTION TO BIO RETENTION BASIN
GP 1/1
SL1.84
PROPOSED STORMWATER PIPE
GP 1/5 Ø300 RCP
Ø225 CLASS 4 US IL 1.00
SL1.100
US IL 1.172
GD 2/2 DS IL 0.990 PROPOSED STORMWATER PIPE INFORMATION
1.50
DS IL 1.090
PROPOSED BUILDING LENGTH 1 m
0
1.6
LENGTH 16.45 m SL1.694
0 GRADE 0.01 %
0.50 % 1.7
FFL RL1.90m GRADE
1.80
N10 GP1/1 PROPOSED STRUCTURE NUMBER AND TOP OF GRATE/LID LEVEL
SL12.500
Ø300 CLASS 4
GP 1/2
SL1.694 RWB PROPOSED BLOCK RETAINING WALL - REFER DRAWING C4.04 FOR DETAILS
US IL 0.910
DS IL 0.790 Ø300 CLASS 4
1.070 Ø150 UPVC PROPOSED ROOFWATER DRAINAGE PIPE (Ø225 uPVC UNO AT MIN 1%)
LENGTH 7.40 m US IL
1. GP 2/1 US IL 1.052
1.90
1.80
1.90
80 ENV1 2 DS IL 1.049 PROPOSED UNDER CANOPY DRAINAGE (HDPE DN160 AT 1.0% GRADE U.N.O)
0
1.62 %
1.8
GRADE
1.8
SL1.75 4.20 m DS IL 1.00
LENGTH
0
0.50 % LENGT H 10.40 m DP PROPOSED DOWNPIPE. REFER ARHCITECTURAL DWGS
GRADE
GP 2/6 GRADE 0.50 % PROPOSED ACO GRATED DRAIN - REFER CIVIL DETAILS SHEET C6.02 FOR
20 SL1.777 DETAILS
RP131598 GP 3/1 61.00 PROPOSED SURFACE CONTOUR (0.10m INTERVAL)
RP72829 RP72829 SL1.735 OUT/1
SL1.00
N1 REFER NOTE 1 FOR DETAILS
Ø375 CLASS 3
N6 US IL 0.60
N9
DS IL 0.57 EXISTING SERVICES LEGEND
N11 LENGTH 5.30 m
Ø300 CLASS 4 GP 1/4 DEVELOPMENT BOUNDARY
1.80 GRADE 0.57 %
US IL 1.010 SL1.30
DS IL 0.935 Ø225 CLASS 4 61.00 EXISTING CONTOUR (0.25m INTERVAL)
LENGTH 15.00 m US IL 1.107
1.049 EXISTING STORMWATER
GRADE 0.50 % DS IL
LENGTH 11.65 m EXISTING SEWER
N12 GRADE 0.50 %
1.
1.90
GP 1/6 80 EXISTING WATER
1.80
1.80 1.80 GP 1/3 N5 N7
SL1.733 Ø300 CLASS 4 EXISTING ELECTRICAL - OVERHEAD
SL1.708
US IL 1.029
DS IL 1.00 N10 EXISTING TELECOMMUNICATIONS
LENGT H 5.90 m
EXISTING FENCE
GRADE 0.49 %
X EXISTING SERVICE TO BE MADE REDUNDANT AND REMOVED
1.70
NOTES
1.6
0 1. CONTRACTOR TO COORDINATE STORMWATER WORKS WITH REQUIRED SERVICES, TO
ENSURE CLEARANCE TO (COUNCIL) REQUIRMENTS.
1.50 2. CONTRACTOR TO ALLOW FOR ALL REQUIRED SHORING AND PROTECTION WHEN
1.40 CARRYING OUT EXCAVATION AND BACKFILLING FOR SPECIFIED HUMECEPTOR AND
STORMWATER PITS.
3. ALL GRATES TO BE BICYCLE SAFE.
4. CONSTRUCT Ø100 SUBSOIL DRAINAGE LINES TO A MINIMUM DEPTH OF 900mm TO IL AND
CONNECT TO PROPOSED STORMWATER DRAINAGE SYSTEM WHERE SHOWN.
5. NEW PIPE TO CONSTRUCTED. CONTRACTOR TO BREAK INTO AND JOIN INTO EXISTING PIT.
ENSURE FREE DRAINING. REFER DETAIL SHEET C4.01
6. PROPOSED ENVIROTANK REFER ENVIROTANK DWG 1119/90/P01
7. RAISE EXISTING SWD PIT TO PROPOSED LEVEL AND MATCH IN NEATLY REFER DETAIL
SHEET C4.01
8. CONTRACTOR TO CONSTRUCT NEW MANHOLE OVER EXISTING SWD. ONCE
CONSTRUCTION IS COMPLETE TO BREAK CROWN OF PIPE AND BENCH TO ENSURE FREE
DRAINING. MANHOLE TO MATCH IN AND SURROUNDING AREA RESTORED.
9. PROPOSED ELECTRICAL EASEMENT - REFER TO ARCHITECTURAL DRAWINGS FOR DETAILS
10. PROPOSED BIORETENTION AREA - REFER DETAIL SHEET C4.02
11. PROPOSED FUEL TANKS - REFER ARCHITECTS PLANS FOR DWGS
12. PROPOSED FUEL POINT. REFER FUEL ENGINEERS DRAWINGS.
STRUCTURE SCHEDULE
STRUCTURE COVER STRUCTURE STRUCTURE
COVER TYPE
TYPE DIM DIMENSIONS NO.
SURFACE INLET CLASS D 600 x 600 PRECAST 1/1, 2/1, 3/1, 1/3, 1/2,
GALVANISED MILD 1/6, 2/6
STEEL HEEL
PROOF GRATE
HINGED TO FRAME
CLASS C 600 x 600 PRECAST 1/4, 1/5
ENGINEER'S CERTIFICATION GALVANISED MILD
This drawing has been assigned an electronic code that STEEL HINGED TO
signifies the drawing has been checked and approved by: FRAME
NAME: SHANE SUFFOLK CLASS D 300 WIDE 2/2
GALVANISED MILD ACO
RPEQ No: 9330
HINGED TO FRAME DRAIN
SIGNED: MAINTENANCE CLASS D CAST Ø600 Ø1050 PRECAST 2/5
HOLE IRON COVER
CLASS D CAST Ø600 Ø1050 PRECAST
IRON CONCRETE
NOTE INFILL COVER
· CONSTRUCTION TO NOTE PRESENCE OF GROUND ENVIROTANK CLASS D CAST 13.3m ENV1
WATER TO 1.2m. TO ALLOW FOR DEWATERING OF IRON CONCRETE
THE SITE TO ALL EXCAVATIONS AS NEEDED INFILL COVER
· CONTRACTOR TO ALLOW FOR DEWATERING AND
SHORING OFF ALL TRENCHES DEEPER THAN 1m. 0 4 8 12m
SCALE 1:200 @ A1
C COPYRIGHT of this design and plan is the property of ACOR Consultants (Qld) Pty Ltd, ACN 126 011 087 ABN 18 126 011 087, all rights reserved. It must not be used, modified, reproduced or
FOR APPROVAL
copied wholly or in part without written permission from ACOR Consultants (Qld) Pty Ltd. ACOR Consultants is a trademark licensed to ACOR Consultants (Qld) Pty Ltd by ACOR Consultants Pty Ltd.
Client ARCHITECT Project Drawing Title
ACOR Consultants (Qld) Pty Ltd STORMWATER DRAINAGE PLAN
North WESSEL PETROLEUM LEVEL 4, 43 PEEL STR
PROPOSED BP SERVICE CENTRE
B FOR APPROVAL 30/06/20 BVZ SS South Brisbane QLD 4101
A FOR INFORMATION 12/06/20 BVZ SS T +61 7 3844 5900 NOOSAVILLE Drawn Date Scale A1 Q.A. Check Date
P1 FOR INFORMATION 27/03/20 BVZ SS BVZ MAR 2020 1:200 SS -
Issue Description Date Drawn Approved MARY STR & WEYBA ROAD Designed Project No. Dwg. No. Issue
PHONE : PHONE : ENGINEERS MANAGERS INFRASTRUCTURE PLANNERS DEVELOPMENT CONSULTANTS NOOSAVILLE, QLD 4566 BVZ BR190571 C4.01 B
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Page 2
BIORETENTION NOTES
1. THE CONTRACTOR SHALL PROVIDE CERTIFICATION FROM THE SUPPLIER THAT THE BIO-FILTRATION
MEDIA COMPLIES WITH THE CURRENT VERSION OF THE 'GUIDELINES FOR SOIL FILTER MEDIA IN
BIORETENTION SYSTEMS (VERSION 2.01, MARCH 2008 OR LATER)' PREPARED BY THE FACILITY FOR
ADVANCING WATER BIOFILTRATION (FAWB), MONASH UNIVERSITY PRIOR TO INSTALLATION (THE
CURRENT VERSION OF THE GUIDELINES IS AVAILABLE FOR FREE DOWNLOAD FROM
HTTP:\\WWW.MONASH.EDU.AU/FAWB/PUBLICATIONS/INDEX.HTML).
PROVIDE ROW OF BLOCKWORK 2.47m PROPOSED CONCRETE SCOUR 2. SANDY LOAM FILTER MATERIAL PROPERTIES
WITHIN 45° OF INLET. 300mm GAP PROTECTION FOR
BETWEEN ROWS. D STORMWATER OUTLET HYDRAULIC CONDUCTIVITY 180 mm/hr
C4.03
TW PARTICLE CONTENT CLAY AND SILY (<0.05m DIAMETER) <3%
0
2. 01
01
RWB 2. VERY FINE SAND (0.05-0.15m DIAMETER) 5-30%
0
TW FINE SAND (0.15-0.25mm DIAMETER) 10-30%
MEDIUM TO COARSE SAND (0.25-1.00mm DIAMETER 40-60%
S1
00
1.00m
.0
.0
S1
00
COARSE SAND (1.0-2.0mm DIAMETER) 7-10%
A FINE GRAVEL (2.0-3.4mm DIAMETER) <3%
TW
0
98
C4.03
1.
1.
RWB ORGANIC MATTER CONTENT <5% w/w
98
TW
0 HER HER
pH 5.5 - 7.5 pH
S0
80
ELECTRICAL CONDUCTIVITY <1.2 ds/m
.7
.7
S0
80 PROPOSED HIGH PHOSPHORUS CONCENTRATION <100 mh/kg
END RISER
3. FILTER MEDIA SHOULD BE FREE FROM RUBBISH, DELETERIOUS MATERIAL, TOXICANTS, DECLARED
PLANTS AND LOCAL WEEDS. FILTER MEDIA SHOULD NOT BE HYDROPHOBIC OR DISPERSIBLE.
4. ALL LAYERS OF BIORETENTION SYSTEM TO BE INSTALLED DURING DRY WEATHER.
5. FILTER MEDIA SHOULD BE WELL GRADED, WITH NO GAPS IN THE PARTICLE SIZE GRADING.
6. TRANSITION LAYER TO BE CLEAN, WELL-GRADED COARSE SAND (CONTAINING < 2% FINES).
7. DRAINAGE LAYER TO BE CLEAN, FINE GRAVEL WITH 2-5mm WASHED SCREENINGS (CONTAINING < 2%
FINES, MIN. SATURATED HYDRAULIC CONDUCTIVITY 4000mm/hr).
8. INSTALL FILTER MEDIA IN TWO LIFTS IF DEPTH >500mm.
9. FILTER MEDIA TO BE LIGHTLY COMPACTED DURING INSTALLATION, USING A SINGLE PASS WITH A LIGHT
B ROLLER. NO OVER TRAFFICKING, MULTIPLE PASSES OR HEAVY COMPACTION TO BE APPLIED TO THE
RWB
RWB
C4.03 1.00m FILTER MEDIA.
6.60m
10.ENSURE SURFACE OF BIORETENTION BASIN IS FLAT AT DESIGN LEVEL.
11. CONSTRUCTION TOLERANCES SHOULD BE IN ACCORDANCE WITH TABLE BELOW, UNLESS NOTED
DIFFERENTLY BY LOCAL AUTHORITY GUIDELINES/STANDARDS.
HYDRAULIC STRUCTURES +/- 25mm*
9.65m
1.00m
UNDER-DRAINAGE PIPES +/- 25mm
RWB
RWB
EARTHWORKS FOR BASIN BASE +/- 25mm
DRAINAGE AND TRANSITION LAYERS +/- 25mm
PROVIDE ROW OF BLOCKWORK SURFACE LEVEL +/- 25mm
WITHIN 45° OF INLET. 300mm GAP EMBANKMENT AND BUNDS - 25mm, + 50mm
PROPOSED HIGH BETWEEN ROWS.
HER HER
C
END RISER 12.UNDERDRAINAGE PIPES SHOULD BE 100mm DIAMETER SLOTTED PVC PIPES AT A MINIMUM GRADE OF
C4.03
0.5% SLOPED TOWARD OUTLET (UNLESS NOTED OTHERWISE ON DRAWING). PIPE SLOTS TO BE 2MM OR
SMALLER (AS2439 PART 1).
PROPOSED CONCRETE SCOUR 13.UNDERDRAINAGE PIPES SHOULD NOT BE WRAPPED IN GEOFABRIC OR FILTER SOCKS AND SHOULD
PROTECTION FOR HAVE A MINIMUM OF 50mm OF DRAINAGE MATERIAL ABOVE THE OBVERT OF THE PIPE.
1.00m
STORMWATER OUTLET 14.BASIN BASE TO BE SLOPED TOWARD OUTLET AT MINIMUM GRADE OF 0.5%. BASE OF TRENCH/BASIN TO
80
S0
.7
BE FREE OF LOCALISED DEPRESSIONS.
.7
S0
80
15.BASIN WALLS, FLOOR AND BATTERS TO BE LINED WITH PERMEABLE GEOFABRIC LINER (BIDIM A29 OR
TW EQUIVALENT). LINER TO BE KEYED INTO BATTERS AND PINNED TO IN-SITU SOILS.
9 80 RWB 1. 16. CONTRACTOR TO GET SIGN OFFS FOR HEALTHY WATERWAYS BIORETENTION BASIN CONSTRUCTION
1. 980
T W POOL FENCE TO BE CONSTRUCTED AND ESTABLISHMENT SIGN OFF FORMS (INCLUDING INCLUDING PRE-START MEETING FORM AND FORMS
ALONG TOP OF RETAINING STRUCTURE. A-G) FOR USE THROUGHTOUT CCONSTRUCTION.
POOL FENCE TO BE CONSTRUCTED HER HER
TO BE BUILT IN ACCORDANCE WITH 17. STORMWATER QUALITY TREATMENT EFFECTIVENESS CONFORMS TO THE FOLLOWING TABLE
ALONG TOP OF RETAINING STRUCTURE.
0
S1
2.38m
0
MANUFACTURERS SPECIFICATIONS
.0
TO BE BUILT IN ACCORDANCE WITH
.
00
S1
WATER QUALITY TARGET
0
MANUFACTURERS SPECIFICATIONS POLLUTANT REDUCTION (%)
(%)
10
TW
0 RWB TOTAL SUSPENDED SOLIDS 80 82.1
2.
2.
TW
01
TOTAL PHOSPHORUS 60 74
0
PROPOSED HIGH TOTAL NITROGEN 45 50
END RISER
GROSS POLLUTANTS 90 100
CONSTRUCTION PHASE PROTECTION
1. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THE BIORETENTION SYSTEM IS
APPROPRIATELY PROTECTED THROUGHOUT THE DURATION OF CONSTRUCTION WORKS.
2. AS SOON AS FILTER MEDIA INSTALLED IN BIORETENTION SYSTEM, FILTER MEDIA SHOULD BE
PROTECTED WITH GEOFABRIC, TOPSOIL AND TURF UNTIL 90% OF CONSTRUCTION AND BUILDINGS
WORKS COMPLETED. THEREAFTER, THE GEOFABRIC TO BE REMOVED AND LANDSCAPING WORKS TO
BE UNDERTAKEN.
3. CONTRACTOR TO LIMIT FOOT AND VEHICULAR TRAFFIC WITHIN BIORETENTION SYSTEM ONCE FILTER
MEDIA INSTALLED.
LANDSCAPING
LEGEND 1. LANDSCAPING WORKS TO OCCUR AS SOON AS POSSIBLE AFTER CIVIL WORKS. MINIMUM PLANT
DENSITY 6 (Qty/m²). REFER DAVID KEARNEY AND ASSOCIATED DRAWINGS.
PROPOSED BOUNDARY
MAINTENANCE REQUIREMENTS
PROPOSED EARTHWORKS TOP OF BATTER 1. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THE BIORETENTION BASIN IS REGULARLY
PROPOSED EARTHWORKS TOE OF BATTER INSPECTED AND MAINTAINED, DURING THE 'ON-MAINTENANCE' PERIOD.
PROPOSED BIORETENTION AREA - REFER DETAIL ON DRAWING C04.12 2. INSPECTIONS TO BE CARRIED OUT BY THE CONTRACTOR ON A REGULAR BASIS, AT LEAST EVERY
THREE MONTHS AND FOLLOWING SIGNIFICANT RAINFALL EVENTS.
3. MAINTENANCE TO INCLUDE:
PROPOSED LANDSCAPING AREA. REFER TO ARCHITECTURE DRAWING FOR - SEDIMENT AND DEBRIS REMOVAL FROM BASIN, INFLOW AREAS AND OUTLET PITS
DETAILS. - REPAIR OF SCOUR DAMAGE
PROPOSED SCOUR PROTECTION - REPLACEMENT OF DISEASED OR DAMAGED PLANTS
- VEGETATION PEST MONITORING AND CONTROL
- MAINTENANCE OF PLANTING DENSITY (6 PLANTS/M2)
PROPOSED SUBSOIL HIGH END RISER, DRAINAGE LINE AND INTERMEDIATE - REGULAR IRRIGATION OF PLANTS UNTIL WELL ESTABLISHED
RISER. REFER DETAIL SHEET - MANUAL REMOVAL OF WEEDS (HERBICIDES SHOULD NOT BE USED)
- ENSURING PERFORATED PIPES ARE NOT BLOCKED
RWB PROPOSED BLOCK RETAINING WALL - REFER DRAWING C4.04 FOR DETAILS 5. PLANTS TO BE WATERED IN ACCORDANCE WITH SUGGESTED WATERING RATES:
WEEK 1-6 5 VISITS/WEEK
PROPOSED FENCE WEEK 6-10 3 VISITS/WEEK
WEEK 11-15 2 VISITS/WEEK
EXISTING STORMWATER THE ABOVE WATERING PROGRAM SHOULD BE ADJUSTED (INCREASED)
TO SUIT THE SITE CONDITIONS
EXISTING SEWER
EXISTING OVERHEAD ELECTRICAL
EXISTING TELECOMMUNICATIONS
ENGINEER'S CERTIFICATION
This drawing has been assigned an electronic code that
signifies the drawing has been checked and approved by: 0 4 8 12m
NAME: SHANE SUFFOLK
RPEQ No: 9330 SCALE 1:200 @ A1
C COPYRIGHT of this design and plan is the property of ACOR Consultants (Qld) Pty Ltd, ACN 126 011 087 ABN 18 126 011 087, all rights reserved. It must not be used, modified, reproduced or
SIGNED: FOR APPROVAL
copied wholly or in part without written permission from ACOR Consultants (Qld) Pty Ltd. ACOR Consultants is a trademark licensed to ACOR Consultants (Qld) Pty Ltd by ACOR Consultants Pty Ltd.
Client ARCHITECT Project Drawing Title
ACOR Consultants (Qld) Pty Ltd BIO RETENTION PLAN
North WESSEL PETROLEUM LEVEL 4, 43 PEEL STR
PROPOSED BP SERVICE CENTRE
South Brisbane QLD 4101
A FOR APPROVAL 30/06/20 BVZ SS T +61 7 3844 5900 NOOSAVILLE Drawn Date Scale A1 Q.A. Check Date
P1 FOR INFORMATION 12/06/20 BVZ SS BVZ MAR 2020 51 SCALE SS -
Issue Description Date Drawn Approved MARY STR & WEYBA ROAD Designed Project No. Dwg. No. Issue
PHONE : PHONE : ENGINEERS MANAGERS INFRASTRUCTURE PLANNERS DEVELOPMENT CONSULTANTS NOOSAVILLE, QLD 4566 BVZ BR190571 C4.02 A
Page 3
PROPOSED 1.2m HIGH
POOL FENCE.
2.40m 7.60m 2.40m 2.47m 2.22m
PROPOSED 1.2m HIGH PROPOSED 1.2m HIGH PROPOSED 1.2m HIGH
POOL FENCE. ALLOW TO LOCALLY GRADE POOL FENCE. POOL FENCE.
RL VARIES SURFACE TO MATCH INTO TOP OF
DESIGN SURFACE BIORETENTION RETAINING WALL DESIGN SURFACE
DESIGN SURFACE
RL1.980 TOW RL1.980 RL1.980 TOW RL2.010 TOW RL2.010 RL2.010
N12-400 x 300 LONG
TIE BARS
REFER DRG C4.04 HIGH END RISER TO BE Ø100 uPVC
FOR RETAINING WALL STORMWATER PIPE (UNSLOTTED)
DETAILS
N12-400 x 600 LONG LEG RL1.300 DETENTION DEPTH RL1.300
RL1.100 RL1.100 DETENTION DEPTH REFER DRG C4.04
FOR RETAINING WALL RL1.000
Ø300 RCP DETAILS
0.15m
RL0.780 OUTLET IL 0.790
Ø375 RCP
OUTLET IL 0.60
Ø300 RCP
OUTLET IL 0.378
BLOCKWORK RETAINING WALL. BOW0.290
REFER CIVIL DETAILS
BOW0.080
0.30m
0.30m
Ø100 SLOTTED uPVC PIPE OR SIMILAR
APPROVED (GEOFABRIC SOCK REMOVED) 400 WIDE MASS CONCRETE LEG PIER
DISCHARGE TO PIT AT 0.5% MIN GRADE (TYP). EITHER SIDE OF SW CHAMBER
400 WIDE MASS CONCRETE LEG PIER TO 300 BELOW IL OF SW CHAMBER
EITHER SIDE OF SW CHAMBER
TO 300 BELOW IL OF SW CHAMBER SECTION C
SCALE 1:50 C4.02
SECTION A
SCALE 1:50 C4.02
3.71m 2.22m
PROPOSED 1.2m HIGH PROPOSED 1.2m HIGH
POOL FENCE. POOL FENCE.
PROPOSED 1.2m HIGH PROPOSED 1.2m HIGH DESIGN SURFACE
POOL FENCE. POOL FENCE.
TOW RL2.010 TOW RL2.010 RL2.010
HIGH END RISER TO BE Ø100 uPVC
STORMWATER PIPE (UNSLOTTED)
DESIGN SURFACE REFER DRG C4.04
FOR RETAINING WALL
N12-400 x 300 LONG
DETAILS
TIE BARS RL1.200 DETENTION DEPTH
0.15m
RL1.000
N12-400 x 600 LONG LEG
BOW0.290
REFER DRG C4.04
FOR RETAINING WALL Ø100 SLOTTED uPVC PIPE OR SIMILAR
DETAILS APPROVED (GEOFABRIC SOCK REMOVED)
DISCHARGE TO PIT AT 0.5% MIN GRADE (TYP).
SECTION D
300mm EXTENDED SCALE 1:50 C4.02
DETENTION DEPTH
SECTION B
400mm MIN FILTER SCALE 1:50 C4.02
MEDIA SANDY
LOAM PARTICLE
SIZE = 0.45mm
0.70m
100mm TRANSITION LAYER COARSE
SAND PARTICLE SIZE = 1.5. 2.0mm
200mm DRAINAGE LAYER
GRAVEL PARTICLE SIZE =
Ø5mm
ENGINEER'S CERTIFICATION
This drawing has been assigned an electronic code that
BIORETENTION SECTION signifies the drawing has been checked and approved by: 0 4 8 12m
SCALE 1:10 NAME: SHANE SUFFOLK
RPEQ No: 9330 SCALE 1:200 @ A1
C COPYRIGHT of this design and plan is the property of ACOR Consultants (Qld) Pty Ltd, ACN 126 011 087 ABN 18 126 011 087, all rights reserved. It must not be used, modified, reproduced or
SIGNED: FOR APPROVAL
copied wholly or in part without written permission from ACOR Consultants (Qld) Pty Ltd. ACOR Consultants is a trademark licensed to ACOR Consultants (Qld) Pty Ltd by ACOR Consultants Pty Ltd.
Client ARCHITECT Project Drawing Title
ACOR Consultants (Qld) Pty Ltd BIO RETENTION DETAILS
North WESSEL PETROLEUM LEVEL 4, 43 PEEL STR
PROPOSED BP SERVICE CENTRE SHEET 1 OF 3
South Brisbane QLD 4101
A FOR APPROVAL 30/06/20 BVZ SS T +61 7 3844 5900 NOOSAVILLE Drawn Date Scale A1 Q.A. Check Date
P1 FOR INFORMATION - BVZ SS BVZ MAR 2020 AS SHOWN SS -
Issue Description Date Drawn Approved MARY STR & WEYBA ROAD Designed Project No. Dwg. No. Issue
PHONE : PHONE : ENGINEERS MANAGERS INFRASTRUCTURE PLANNERS DEVELOPMENT CONSULTANTS NOOSAVILLE, QLD 4566 BVZ BR190571 C4.03 A
Page 4
400
ASSUMED IN-SITU MATERIAL -150kPA ALLOWABLE BEARING PRESSURE, INTERNAL FRICTION ANGLE Φ = 30° TYP
ASSUMED RETAINED MATERIAL - INTERNAL FRICTION ANGLE Φ = 30° N12-200 EF
LAP 400 AS
ASSUMED INFILL MATERIAL - CONTROLLED FILL CLASS 1
COURSING (800 MAX.)
REQUIRED
STEP TO SUIT
PROPERTIES AND COMPOSITION OF THE IN-SITU MATERIAL, RETAINING MATERIAL AND INFILL MATERIAL IS TO BE
INSPECTED/CONFIRMED BY A SUITABLY QUALIFIED GEOTECHNICAL ENGINEER PRIOR TO CONSTRUCTION OF ANY
RETAINING WALL
190BLOCKWORK N12-300 EF
MAX SLOPE 'Z' BARS
ALL CORES FILLED
1 :4 10 AGGREGATE
2N12
OPTIONAL CAPPING
N16 HORIZONTAL BARS IN
ALTERNATE
COURSES COMMENCING FROM TOP 500
COURSE, OMIT ON THE TOP CLEAN
OUT BLOCKS. LAP 450 AS REQUIRED.
FOOTING RETAINING WALL
DENOTES REINFORCEMENT LOCATION
COARSE FREE
DRAINING BRACKET 'BLOCKAID' OR APPROVED
FOOTING STEP DETAIL
GRANULAR BACKFILL EQUIVALENT - TYPICAL SCALE 1:20
'V' BARS
'H'
WATERPROOF
MEMBRANE 65COVER
TO ARCHITECTURAL
SPECIFICATION - TYPICAL (REFER GENERAL NOTES FOR LAP TABLE)
100 DIA MINIMUM SUB SOIL BIORETENTION MATIERAL NOT
SL72 MESH (T) TO BE CONSIDERED AS FSL.
DRAIN (ON MIN 0.5% FALL)
WITH GEOFABRIC SLEEVE AND DENOTES RETAINING HEIGHT IS TO BE
SURROUND OF 14mm SINGLE CLEANOUT MEASURED FROM THE BASE OF
SIZE AGGREGATE (300 MIN BLOCK THE BIO-BASIN
AROUND PIPE) CONNECT TO
STORMWATER SYSTEM
250
450
N16-400 'L' BARS + N16-400. LAP 450 'X' BARS
N16 DISTRIBUTION BARS 250 AS REQUIRED.
'B1' NOTE:
'B2'
PROVIDE 400 WIDE MASS CONCRETE PIERS AT 2500 CRS
FULL WIDTH OF RETAINING WALL
RETAINING WALL DETAIL TO THE UNDERSIDE OF FOOTING
MASS CONCRETE PIER TO BE FOUNDED
RWB-3 IN NATURAL MATERIAL WITH A SAFE
SCALE 1:20 ALLOWABLE BEARING CAPACITY OF 150KkPa
MASS CONCRETE PIERS ONLY REQUIRED WHERE BASE OF
NOTES:
RETAINING WALL FOOTING IS NOT FOUNDED IN
FOOTING FOUNDED ON NATURAL GROUND - MIN 150kPa BEARING
NATURAL MATERIAL WITH A SAFE ALLOWABLE
CONTROL JOINTS AT 8000 MAXIMUM CENTRES
BEARING CAPACITY OF 150kPa
FOOTING CONCRETE STRENGTH f'c = 32MPa
BLOCKWALLS TO BE ADEQUATELY PROPOSED DURING BACKFILL AND COMPACTION
REFER TO RETAINING WALL AND REINFORCED BLOCK GENERAL NOTES
RETAINING WALL SCHEDULE
BACKFILL CONDITION AT TOP OF
WALL WALL
HEIGHT 5kPA NO SLOPE MAX 1:4 SLOPE
BASE WIDTH REINFORCEMENT REMARKS
'H' 'B1' 'B2' 'X' BARS 'V' BARS f'uc = 15 MPa BLOCK, f'cg = 20 MPa GROUT
800 700 650 N16-400 N12-400 f'uc = 15 MPa BLOCK, f'cg = 20 MPa GROUT
1000 900 800 N16-400 N12-400 f'uc = 15 MPa BLOCK, f'cg = 20 MPa GROUT
1200 1100 900 N16-400 N16-400 f'uc = 15 MPa BLOCK, f'cg = 20 MPa GROUT
1400 1300 1100 N16-400 N16-400 f'uc = 15 MPa BLOCK, f'cg = 20 MPa GROUT
1600 1500 1300 N16-400 N16-400 f'uc = 15 MPa BLOCK, f'cg = 20 MPa GROUT
1800 1700 1500 N16-200 N16-200 f'uc = 15 MPa BLOCK, f'cg = 20 MPa GROUT
2000 1900 1800 N20-200 N20-200 f'uc = 15 MPa BLOCK, f'cg = 32 MPa GROUT
2200 2100 2000 N20-200 N20-200 f'uc = 15 MPa BLOCK, f'cg = 32 MPa GROUT
2400 2300 2200 N20-200 N20-200 f'uc = 15 MPa BLOCK, f'cg = 32 MPa GROUT
ENGINEER'S CERTIFICATION
This drawing has been assigned an electronic code that
signifies the drawing has been checked and approved by: 0 4 8 12m
NAME: SHANE SUFFOLK
RPEQ No: 9330 SCALE 1:200 @ A1
C COPYRIGHT of this design and plan is the property of ACOR Consultants (Qld) Pty Ltd, ACN 126 011 087 ABN 18 126 011 087, all rights reserved. It must not be used, modified, reproduced or
SIGNED: FOR APPROVAL
copied wholly or in part without written permission from ACOR Consultants (Qld) Pty Ltd. ACOR Consultants is a trademark licensed to ACOR Consultants (Qld) Pty Ltd by ACOR Consultants Pty Ltd.
Client ARCHITECT Project Drawing Title
ACOR Consultants (Qld) Pty Ltd BIO RETENTION DETAILS
North WESSEL PETROLEUM LEVEL 4, 43 PEEL STR
PROPOSED BP SERVICE CENTRE SHEET 2 OF 2
South Brisbane QLD 4101
A FOR APPROVAL 30/06/20 BVZ SS T +61 7 3844 5900 NOOSAVILLE Drawn Date Scale A1 Q.A. Check Date
P1 FOR INFORMATION - BVZ SS BVZ MAR 2020 AS SHOWN SS -
Issue Description Date Drawn Approved MARY STR & WEYBA ROAD Designed Project No. Dwg. No. Issue
PHONE : PHONE : ENGINEERS MANAGERS INFRASTRUCTURE PLANNERS DEVELOPMENT CONSULTANTS NOOSAVILLE, QLD 4566 BVZ BR190571 C4.04 A
Page 5
CONCRETE NOTES CONCRETE CONT' REINFORCEMENT REINFORCED CONCRETE BLOCKWORK RETAINING WALL - REINFORCED CONCRETE BLOCKWORK
C1. ALL WORKMANSHIP AND MATERIALS SHALL COMPLY WITH AS 3600 CURRENT C20. SLIP JOINTS ARE TO BE USED ON ALL LOAD BEARING MASONRY WALLS. USE R1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH AS 3600, RB1. ALL WORKMANSHIP SHALL COMPLY WITH AS 3700, AND THE SPECIFICATIONS. RW1. ALL WORKMANSHIP SHALL COMPLY WITH AS 4679 AND AS 3700.
EDITIONS WITH AMENDMENTS, EXCEPT WHERE VARIED BY THE CONTRACT TWO LAYERS OF GALVANIZED FLAT STEEL WITH GRAPHITE GREASE BETWEEN IN AS4671 AND OTHER RELEVANT AUSTRALIAN CODES.
DOCUMENTS. INTERNAL SKIN & TWO LAYERS OF STAINLESS STEEL WITH GRAPHIC GREASE RB2. ALL BLOCKS SHALL CONFORM TO AS 2733. RW2. RETAINING WALL FOOTINGS HAVE BEEN DESIGNED FOR AN ALLOWABLE
BETWEEN IN EXTERNAL SKINS. PROVIDE MORTAR LEVELLING STRIP AS R2. REINFORCEMENT TYPE AND GRADE. BEARING PRESSURE AS NOTED ON DRAWINGS. THIS FOUNDATION MATERIAL
RB3. THE DESIGN STRENGTH OF CONCRETE MASONRY SHALL BE AS FOLLOWS :- SHALL BE UNIFORM AND BE APPROVED BY THE GEOTECHNICAL ENGINEER
C2. ALL CONCRETE SUPPLY SHALL COMPLY WITH AS1379. CONCRETE PROPERTIES REQUIRED.
AND COVER TO REINFORCING. SYMBOL TYPE MPa DUCTILITY PRIOR TO THE PLACEMENT OF ANY FOOTING REINFORCEMENT.
C21. NON LOAD BEARING MASONRY SHALL BE SEPARATED FROM THE SOFFIT OF CLASS ELEMENT BLOCK STRENGTH MORTAR MIX
ELEMENT COVER (mm) f'c (MPa) MAX 56 DAY SLABS AND BEAMS BY 20mm. RW3. REFER TO "REINFORCED CONCRETE BLOCKWORK" NOTES FOR ADDITIONAL
GRADE CEMENT:LIME:SAND SPECIFICATIONS.
N HOT ROLLED DEFORMED BARS 500 NORMAL
(28 DAYS) SHRINKAGE C22. MASONRY WALLS MUST NOT BE CONSTRUCTED ON SUSPENDED CONCRETE
M3 MORTAR (NORMAL) RW4. TEMPORARY BATTERS TO BE AS PER GEOTECHNICAL ENGINEERS REPORTS.
UNTIL ALL TEMPORARY SUPPORTS ARE REMOVED AND ALL MASONRY TO BE LAID R HOT ROLLED PLAIN BARS 250 NORMAL
RETAINING WALL FOOTINGS 50 32 800um WALLS 15 1:1:6
HAS BEEN STACKED ADJACENT TO PROPOSED POSITION. M4 MORTAR (EXPOSURE GRADE)
W COLD DRAWN PLAIN ROUND WIRE 500 LOW RW5. PROVIDE CLEAN-OUT BLOCKS AT THE BASE OF EACH POUR LIFT. REINFORCED
MAX SLUMP = 80 1 : 0.5 : 4.5 CORES SHALL BE CLEANED OF MORTAR PROTRUSIONS BEFORE GROUTING
TYPICAL OPENINGS IN SLABS SL SQUARE WELDED MESH 500 LOW
MAX AGGREGATE SIZE = 20mm
RL RECTANGULAR WELDED MESH 500 LOW RW6. HORIZONTAL REINFORCEMENT IN WALLS IS TO BE SPLICED 600 AS REQUIRED.
C23. LOCATION OF ALL OPENINGS TO BE TO THE APPROVAL OF ACOR. RB4. LAY BOTTOM COURSE OF BLOCKS ON FULL MORTAR BED. ALL PERPENDS SHALL
C3. CEMENT TO BE TYPE SL TO AS 3972 UNLESS NOTED OTHERWISE THIS IS A L TM RECTANGULAR WELDED MESH 500 LOW BE FULLY FILLED WITH MORTAR, EXCEPT WHERE REQUIRED FOR WEEPHOLES. RW7. REFER TO TYPICAL DETAILS FOR FOOTING STEPS, INTERSECTION / CORNER
MODIFIED TYPE 'GP' CEMENT. SEE ACSE CONCRETE SPECIFICATION. C24. FOR PENETRATIONS GREATER THAN 1000 x 1000mm REFER TO ENGINEER'S DETAILS, AND VERTICAL CONTROL JOINT DETAILS.
PLANS. WHERE OPENINGS ARE NOT DETAILED, CONTACT ENGINEER RB5. CLEAN OUT BLOCKS SHALL BE PROVIDED AT THE BASE OF ALL REINFORCED
C4. NO 'BRECCIA' TYPE AGGREGATE IS TO BE USED. R3. ALL REINFORCEMENT TO CONFORM TO AS4671, CURRENT EDITIONS WITH RW8. COVER TO REINFORCEMENT IN BLOCK RETAINING WALLS SHALL BE MAINTAINED
IMMEDIATELY. CORES. REINFORCED CORES SHALL BE CLEANED OF MORTAR PROTRUSIONS
AMENDMENTS. BY THE USE OF PLASTIC "BLOCKAID" REINFORCEMENT LOCATION BRACKETS (OR
BEFORE GROUTING.
C5. NO ADMIXTURES SHALL BE USED IN CONCRETE UNLESS APPROVED IN WRITING C25. FOR PENETRATIONS GREATER THAN 1000 x 1000mm REFER TO ENGINEER'S REINFORCEMENT NOTATION GIVES THE FOLLOWING INFORMATION: NO. OF APPROVED EQUIVALENT) AT THE INTERSECTION OF ALL HORIZONTAL AND
BY THE ENGINEER. PLANS. WHERE OPENINGS ARE NOT DETAILED, CONTACT ENGINEER BARS, TYPE, SIZE (MM), SPACING (MM), LAYER. RB6. ALL REINFORCED CORES SHALL BE FILLED WITH GROUT. THE GROUT FILLING VERTICAL REINFORCEMENT.
IMMEDIATELY. FOR EXAMPLE 17N16 -250 T SHALL BE THOROUGHLY COMPACTED BY MECHANICAL VIBRATOR OR RODDING.
C6. PROJECT ASSESSMENT OF CONCRETE SHALL BE CARRIED OUT IN UNREINFORCED CORES NEED NOT BE FILLED UNLESS OTHERWISE NOTED. RW9. ALL CORES ARE TO BE FULLY GROUTED. GROUT SHALL BE IN ACCORDANCE
BEAM
ACCORDANCE WITH AS1379. FABRIC OR MESH NOTATION GIVES THE FOLLOWING INFORMATION: “RL” OR “SL”, WITH AS 3600 AND COMPLY WITH THE FOLLOWING :-
600 600 PRODUCT CODE, LAYER. FOR EXAMPLE SL82 T RB7. GROUT COVER TO REINFORCEMENT IN BLOCK RETAINING WALLS SHALL BE CHARACTERISTIC STRENGTH f'c = REFER TABLE.
C7. PROJECT CONTROL TESTING SHALL BE CARRIED OUT IN ACCORDANCE WITH MAINTAINED BY THE USE OF PLASTIC "BLOCKAID" REINFORCEMENT LOCATION MAXIMUM AGGREGATE SIZE = 10 mm.
AS1379 BY A NATA REGISTERED TESTING LABORATORY. SAMPLES SHALL BE R4. REINFORCEMENT IS REPRESENTED DIAGRAMMATICALLY AND NOT NECESSARILY BRACKETS (OR APPROVED EQUIVALENT) AT THE INTERSECTION OF ALL SLUMP = 230 mm.
TAKEN FOR TESTING OF SLUMP, COMPRESSIVE STRENGTH AND ANY OTHER SHOWN IN TRUE PROJECTION. HORIZONTAL AND VERTICAL REINFORCEMENT.
EN
EN
TEST SPECIFIED. OP RW10. PROVIDE WATERPROOFING MEMBRANES AS REQUIRED BY ARCHITECTURAL
OP
R5. COVER TO REINFORCEMENT - CLEAR COVER TO TO ALL REINFORCEMENT FOR RB8. GROUT SHALL BE IN ACCORDANCE WITH AS 3600 AND COMPLY WITH THE SPECIFICATIONS. DESIGN, EXTENT AND CERTIFICATION OF MEMBRANE IS TO BE
600
DURABILITY SHALL BE AS INDICATED IN THE CONCRETE NOTES. COVER SHALL FOLLOWING :- PROVIDED BY WATERPROOFING SPECIALIST.
600
SLUMP SHALL BE SAMPLED FOR EACH TRUCK AT THE TIME OF POURING.
NOT BE LESS THAN THE SIZE OF THE AGGREGATE OR THE MAIN BAR. PIPES OR
TO MATCH CONDUITS SHALL NOT BE PLACED WITHIN THE COVER TO REINFORCEMENT. CHARACTERISTIC STRENGTH f'c = 20 MPa AT 28 DAYS. RW11. RETAINING WALLS ARE DESIGNED BASED ON THE ASSUMPTION THAT A
THE MINIMUM FREQUENCY OF SAMPLING FOR COMPRESSIVE TESTING OF EACH
ADJACENT ADDITIONAL COVER MAY BE REQUIRED TO ACHIEVE FIRE RATING - REFER TO MAXIMUM AGGREGATE SIZE = 10 mm. FUNCTIONING DRAINAGE SYSTEM IS EFFECTIVE IN REMOVING HYDRAULIC
TYPE AND GRADE SHALL BE IN ACCORDANCE WITH THE FOLLOWING TABLE:
TOP BARS DESIGN DRAWINGS. SLUMP = 230 mm. PRESSURE . PROVIDE CONTINUOUS AG DRAINS BEHIND THE ENTIRE EXTENT OF
THE RETAINING WALL. THE DRAINAGE SYSTEM IS TO BE DESIGNED FOR LONG
NUMBER OF NUMBER OF SAMPLES BOTTOM BARS: FOR EVERY TWO BARS THAT ARE RB9. MAXIMUM CONTINUOUS POUR HEIGHT SHALL BE 3600 mm, STOP POUR 50 mm TERM PERFORMANCE EQUAL TO THAT OF THE DESIGN LIFE OF THE WALL. THE
BATCHES PER DAY 1 SAMPLE = 3 CYLINDERS TERMINATED BY PENETRATION, ADD ONE BAR EACH SIDE SUPPORT REINFORCEMENT ON MILD STEEL PLASTIC TIPPED CHAIRS, PLASTIC
CHAIRS OR CONCRETE CHAIRS AT NOT GREATER THAN 1 METRE CENTRES BOTH BELOW TOP OF BLOCK TO PROVIDE KEY FOR THE FOLLOWING POUR. DESIGN AND DOCUMENTATION OF THIS SYSTEM IS BY OTHERS AND IS TO
(4 CYLINDERS FOR POST TENSIONED CONCRETE) USING SAME GRADE AND SIZE OF REINFORCEMENT. INCLUDE DETAILS OF EFFLUX POINTS FOR THE DRAINAGE AND ACCESS /
WAYS. IN EXPOSED CONDITIONS B2 OR C (TO AS3600) RB10. BUILDER IS TO PROVIDE TEMPORARY PROPPING TO WALLS WHERE REQUIRED
1 1 SAMPLE MAINTENANCE POINTS.
FOR STABILITY DURING CONSTRUCTION.
PIPE PENETRATION THROUGH BEAM USE ONLY PLASTIC OR CONCRETE CHAIRS. RW12. BACKFILL BEHIND THE WALL IS TO BE CLASSIFIED AS FREE DRAINING GRANULAR
1 TO 5 2 SAMPLES
C26. LOCATION OF ALL OPENINGS TO BE TO THE APPROVAL OF THE STRUCTURAL R6. WELDING OF REINFORCEMENT SHALL NOT BE PERMITTED WITHOUT THE VERTICAL JOINTS MATERIAL. FREE DRAINING GRANULAR MATERIAL SHALL BE A NON-COHESIVE
6 TO 10 3 SAMPLES
ENGINEER. APPROVAL OF THE ENGINEER. RB11. PROVIDE VERTICAL CONTROL JOINTS IN ALL WALLS AT A MAXIMUM OF 8000 mm WELL GRADED GRANULAR MATERIAL COMPRISING SOUND STONE PARTICLES
11 TO 20 4 SAMPLES CENTRES OR AT SLAB JOINTS UNLESS INDICATED OTHERWISE ON THE WHICH DO NOT BREAK DOWN UNDER COMPACTION, WETTING OR EXPOSURE TO
C27. MINIMUM DISTANCE FROM BEAM SOFFIT TO PIPE SOFFIT TO BE 150mm. R7. PROVIDE DISTRIBUTION REINFORCEMENT OR TIE BARS IF NOT SHOWN. WHERE AIR. THE MATERIAL PROPERTIES SHALL COMPLY WITH THOSE SPECIFIED IN
FOR EACH ADDITIONAL 10 1 ADDITIONAL SAMPLE STRUCTURAL DRAWINGS
NECESSARY PROVIDE N12-400 CENTRES (SPLICE 450) TABLE BELOW.
C28. FOR PIPES UP TO Ø90, ADD ONE ROW OF TIES EACH SIDE OF PIPE.
SAMPLES SHALL BE TESTED FOR COMPRESSIVE STRENGTH AS FOLLOWS: R8. SITE BENDING OF N BARS SHALL BE DONE COLD WITH POWER OR MECHANICAL HORIZONTAL JOINTS
ONE CYLINDER AT 3 DAYS (POST TENSIONED CONCRETE ONLY) C29. FOR PIPES Ø91 TO Ø150, ADD TWO ROWS OF TIES EACH SIDE OF PIPE AND 1-N16 BENDING TOOLS AND A MANDREL OR FORMER WITH A BAR DIAMETER OF 5 FREE DRAINING GRANULAR MATERIAL PROPERTIES
TIMES THE BAR SIZE. NOTE: IF N BARS ARE HEATED ABOVE 450°C (LESS THAN RB12. PROVIDE HORIZONTAL JOINT REINFORCEMENT EVERY THIRD COURSE FOR
ONE CYLINDER AT 7 DAYS HORIZONTAL BAR 1200 LONG TOP AND BOTTOM OF PIPE AT EVERY VERTICAL TIE PROPERTY LIMIT VALUE
RED HEAT) THEY LOSE STRENGTH. SOLID OR CORE FILLED BLOCKS
TWO CYLINDERS AT 28 DAYS LEG.
RB13. REFER TO TYPICAL "REINFORCED BLOCK WALL JUNCTION DETAILS" FOR STONE SIZE MAXIMUM 20 mm
C8. BEAM DEPTHS ARE WRITTEN FIRST AND INCLUDE SLAB THICKNESS. REINFORCEMENT LAPS
C30. FOR HOLES GREATER THAN Ø150 REFER TO ENGINEER'S DETAILS. WHERE REINFORCEMENT REQUIREMENTS AT CORNERS AND INTERSECTIONS.
R9. LAP REINFORCEMENT ONLY AT LOCATIONS SHOWN ON THE STRUCTURAL % PASSING 0.15 mm SIEVE MAXIMUM 5%
PENETRATIONS ARE NOT DETAILED, CONTACT STRUCTURAL ENGINEER
C9. SIZES OF CONCRETE ELEMENTS DO NOT INCLUDE THICKNESS OF APPLIED DRAWINGS OR AS OTHERWISE APPROVED IN WRITING BY THE STRUCTURAL RB14. REFER TO THE ARCHITECTS SPECIFICATIONS FOR ALL WATERPROOFING PLASTICITY INDEX MAXIMUM 8
IMMEDIATELY.
FINISHES. ENGINEER. DETAILS OF WALLS AS REQUIRED.
C31. LOCATION OF HOLES TO BE TO THE APPROVAL OF THE STRUCTURAL ENGINEER.
C10. NO HOLES, CHASES OR EMBEDMENT OF PIPES OTHER THAN THOSE SHOWN ON RB15. REFER TO "RETAINING WALL NOTE" FOR ADDITIONAL INFORMATION ON RW13. PROVIDE GEOTEXTILE SEPARATION LAYER BETWEEN FREE DRAINING
SLAB REINFORCEMENT - LAP LENGTH (mm)
THE STRUCTURAL DRAWINGS SHALL BE MADE IN CONCRETE MEMBERS WITHOUT EXTRA BACKFILLING AND DRAINAGE SYSTEMS BEHIND RETAINING WALLS. GRANULAR MATERIAL AND RETAINED FILL MATERIAL.
PRIOR APPROVAL OF THE ENGINEER. BEAM TIES BAR CONCRETE GRADE
RB16. REFER TO TYPICAL DETAILS FOR BOND BEAM LINTELS. RW14. COMPACTION OF BACKFILL BEHIND WALLS - COMPACTION SHALL BE BY
DIA. 25 MPa 32 MPa 40 MPa
C11. CONSTRUCTION JOINTS SHALL BE PROPERLY FORMED AND USE ONLY WHERE MECHANICAL PLATE VIBRATOR TO A MINIMUM OF 100% STANDARD
RB17. MASONRY WALLS MUST NOT BE CONSTRUCTED ON SUSPENDED CONCRETE COMPACTION. - BACKFILLING IS NOT TO TAKE PLACE UNTIL APPROVAL HAS BEEN
SHOWN OR SPECIFICALLY APPROVED BY THE ENGINEER. N12 600 500 450 UNTIL ALL TEMPORARY SUPPORTS ARE REMOVED AND ALL MASONRY TO BE LAID GIVEN BY THE ENGINEER.
C12. ALL CONCRETE COLUMNS ARE TO BE POURED A MINIMUM OF 4 HOURS PRIOR TO BEAM ZONE N16 850 750 650 HAS BEEN STACKED ADJACENT TO PROPOSED POSITION.
SLAB ZONE
SLAB OR BEAM OVER. N20 1100 1000 900 RW15. PROVIDE VERTICAL CONTROL JOINTS IN ALL WALLS AT A MAXIMUM OF 8000 mm
CENTRES UNLESS INDICATED OTHERWISE ON THE STRUCTURAL DRAWINGS.
C13. DRIP GROOVES ARE TO BE PROVIDED AT ALL EXPOSED EDGES. COVER TO
REINFORCEMENT IS TO BE MAINTAINED. BEAM REINFORCEMENT - LAP LENGTH (mm) RW16. WHERE EVER POSSIBLE, SURFACE WATER SHALL BE DIRECTED AWAY FROM THE
C14. CONDUITS, PIPES AND THE LIKE SHALL NOT BE PLACED WITHIN THE CONCRETE TOP OF THE WALL AND NOT BE ALLOWED TO POND BEHIND THE TOP OF THE
MIN.
150
BAR < 300mm CONCRETE CAST > 300mm CONCRETE CAST WALL OR ENTER THE SUBSURFACE DRAINAGE SYSTEM.
COVER
DIA. BELOW THE BAR BELOW THE BAR
C15. ALL CONCRETE (INCLUDING FOOTINGS AND SLABS ON GROUND) SHALL BE ADDITIONAL
MECHANICALLY VIBRATED TO ACHIEVE FULL COMPACTION. REINFORCEMENT CONCRETE GRADE CONCRETE GRADE
REINFORCEMENT
REFER TO 25 MPa 32 MPa 40 MPa 25 MPa 32 MPa 40 MPa
C16. SAWN CUT JOINTS ARE TO BE CUT AFTER THE CONCRETE HAS SUFFICIENTLY
NOTES
HARDENED THAT WILL NOT BE DAMAGED BY THE SAWING BUT BEFORE N12 600 500 450 750 650 600
SHRINKAGE CRACKING CAN OCCUR. N16 850 750 650 1100 950 850
PIERING REQUIREMENT
N20 1100 1000 900 1450 1300 1150
C17. CURING OF ALL CONCRETE SHALL BE IN ACCORDANCE WITH AS3600 AND SHALL
C32. WHERE A SERVICE TRENCH IS PARALLEL TO A SIDE OF THE SLAB, WHETHER THE N24 1400 1250 1100 1800 1600 1400
COMMENCE WITHIN 2 HOURS OF FINISHING OPERATIONS. CURING SHALL BE BY
SLAB BE IN AN EXCAVATED OR FILLED AREA, THEN PIERING TO SUPPORT THE N28 1700 1500 1350 2200 1950 1700
CONTINUAL SATURATION WITH PORTABLE WATER FOR 3 DAYS FOLLOWED BY
SLAB BESIDE THE SERVICE TRENCH IS ONLY REQUIRED IF THE SERVICE LINE IS N32 2000 1800 1600 2600 2300 2050
PREVENTION OF MOISTURE LOSS FOR THE NEXT 4 DAYS USING POLYTHENE
BELOW A LINE OF INFLUENCE DRAWN FROM THE BOTTOM OF THE EDGE BEAM. N36 2400 2100 1850 3050 2700 2400
SHEETING OR WET HESSIAN PROTECTED FROM WIND OR TRAFFIC AND THEN
REFER TO DIAGRAM BELOW.
ALLOWING GRADUAL DRYING OUT. CURING COMPOUNDS MAY BE USED
PROVIDED THAT THEY COMPLY WITH AS3799 AND DO NOT AFFECT FLOOR
BAR COLUMN AND WALL REINFORCEMENT
FINISHES. THE COMPATIBILITY OF CURING COMPOUNDS WITH PROPOSED
DIA. LAP LENGTH (mm)
APPLIED FINISHES SHALL BE VERIFIED PRIOR TO APPLICATION. CURING
COMPOUNDS ARE TO BE APPLIED UNIFORMLY IN ACCORDANCE WITH THE N12 500
MANUFACTURER'S SPECIFICATION. PVA BASED CURING COMPOUNDS ARE NOT
SERVICE N16 650
ACCEPTABLE.
TRENCH N20 800
C18. ALIPHATIC ALCOHOL:- N24 950
WHEN SHADE TEMPERATURE EXCEEDS 35° C SPRAY THE EXPOSED SURFACE OF N28 1150
CONCRETE SLAB DURING THE PLACING AND FINISHING OPERATION WITH A FINE N32 1300
FILM OF APPROVED ALIPHATIC ALCOHOL. REPEAT THE SPRAY IF THE SPRAYED N36 1450
SURFACE HAS BEEN RE-WORKED. PIERS TO BE FOUNDED BELOW
THE ZONE OF INFLUENCE. L L L L L
L L
C19. ENSURE ADEQUATE SUPPLY OF ALIPHATIC ALCOHOL ON SITE BEFORE STRUCTURAL ENGINEER TO
COMMENCING CONCRETE WORK. ADVISE PIERING L
AY
REQUIREMENTS
CL
OR
D R10. LAPS IN MESH (FABRIC) SHALL COMPLY WITH AS3600. THE TWO OUTERMOST
°F
S AN TRANSVERSE WIRES OF ONE SHEET SHALL OVERLAP THE TWO OUTERMOST
45
FOR
30° PROVIDE EDGE BEAM
TRANSVERSE WIRES OF THE SHEET BEING LAPPED BY 25MM. A MAXIMUM OF 3
SHEETS OF MESH SHALL BE LAPPED AT ANY POINT.
DEEPENING IN LIEU OF PIER IN
< 150 kPa SOILS MINIMUM 50 MAX.
OVERLAP
50 MIN.
C32. THESE NOTES ARE INTENDED AS A GUIDE. THERE IS ALWAYS A POSSIBILITY OF N12 x 1200 LONG AT
SITE CONDITIONS REQUIRING VARIATION TO THESE PROCEDURES. IN SUCH WIRE CENTRES
CASES, THE STRUCTURAL ENGINEER MUST BE CONSULTED. ALTERNATIVE FABRIC SPLICE DETAIL
R11. SLAB REINFORCEMENT SHALL EXTEND 70mm ONTO SUPPORTING WALLS, WITH
50% OF BOTTOM BARS COGGED TO ACHIEVE ANCHORAGE AT SIMPLY
SUPPORTED ENDS. MESH IN SLABS SHALL EXTEND 70mm ONTO SUPPORTING
WALLS WITH A CROSS WIRE.
R12. ALL BEAM TIES ARE TO HAVE BAR ANCHORAGES LOCATED ON THE TOP FACE OF
ENGINEER'S CERTIFICATION
THE BEAM UNO. This drawing has been assigned an electronic code that
signifies the drawing has been checked and approved by: 0 4 8 12m
R13. REINFORCEMENT BAR JOGGLES SHALL BE 1 BAR DIAMETER OVER A LENGTH OF NAME: SHANE SUFFOLK
12 BAR DIAMETERS.
RPEQ No: 9330 SCALE 1:200 @ A1
C COPYRIGHT of this design and plan is the property of ACOR Consultants (Qld) Pty Ltd, ACN 126 011 087 ABN 18 126 011 087, all rights reserved. It must not be used, modified, reproduced or
SIGNED: FOR APPROVAL
copied wholly or in part without written permission from ACOR Consultants (Qld) Pty Ltd. ACOR Consultants is a trademark licensed to ACOR Consultants (Qld) Pty Ltd by ACOR Consultants Pty Ltd.
Client ARCHITECT Project Drawing Title
ACOR Consultants (Qld) Pty Ltd BIO RETENTION DETAILS
North WESSEL PETROLEUM LEVEL 4, 43 PEEL STR
PROPOSED BP SERVICE CENTRE SHEET 3 OF 3
South Brisbane QLD 4101
A FOR APPROVAL 30/06/20 BVZ SS T +61 7 3844 5900 NOOSAVILLE Drawn Date Scale A1 Q.A. Check Date
P1 FOR INFORMATION - BVZ SS BVZ MAR 2020 AS SHOWN SS -
Issue Description Date Drawn Approved MARY STR & WEYBA ROAD Designed Project No. Dwg. No. Issue
PHONE : PHONE : ENGINEERS MANAGERS INFRASTRUCTURE PLANNERS DEVELOPMENT CONSULTANTS NOOSAVILLE, QLD 4566 BVZ BR190571 C4.05 A