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20210008 - 9 Bottlebrush Ave Civil Plans RevB
Attached to the e-mail Response to RFI - 9 Bottlebrush Avenue Noosa Heads - MCU21/0133.
Plans and drawings
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Log in to see the plans as drawnEARTHWORKS NOTES
EARTHWORKS GRADING OP WORKS
1. FOR GENERAL NOTES REFER DWG C01, WHICH IS TO BE REQUESTED AND VIEWED PRIOR TO ISSUE
COMMENCEMENT OF CONSTRUCTION IF NOT SUPPLIED.
2. FOR DETAILED GEOTECHNICAL INFORMATION, REFER GEOTECHNICAL INVESTIGATION REPORT S2 S3 S4 S5
BY TECTONIC. IT IS RECOMMENDED THAT THE GEOTECHNICAL CONSULTANT BE CONTACTED TO
CONFIRM THE SOIL CONDITIONS PRIOR TO EARTHWORKS COMMENCING.
3. GRASS AND TOPSOIL SHALL BE STRIPPED TO A MINIMUM DEPTH OF 100MM OVER THE EXTENT
OF THE WORKS UNLESS DIRECTED OTHERWISE AND STOCKPILED WHERE REQUIRED FOR FILL
OF LANDSCAPING AREAS. TOPSOIL MATERIALS MUST NOT BE USED IN STRUCTURAL FILL. EARTHWORKS CUT
4. UNSUITABLE NATURAL MATERIALS SUCH AS SATURATED, LOOSE OR SOFT MATERIALS
ENCOUNTERED SHOULD BE REMOVED DURING SUBGRADE PREPARATION FOR BULK
EARTHWORKS. ALL UNSUITABLE MATERIAL TO BE REMOVED FROM SITE AT CONTRACTORS 29.57 30.30 30.30
EXPENSE.
5. COMPACTION OF THE EXPOSED SAND SUBGRADE REQUIRES SUBSTANTIAL VOLUMES OF WATER EARTHWORKS FILL
COMBINED WITH VIBRATORY COMPACTION EQUIPMENT. CARE MUST BE TAKEN TO ENSURE
THERE ARE NO IMPACTS ON SURROUNDING STRUCTURES. MATERIAL TO BE COMPACTED IN S1 S1
ACCORDANCE WITH GEOTECHNICAL REPORT AND AS1289.
6. A MINIMUM 150MM THICK GRANULAR WORKING PLATFORM MAY BE REQUIRED ON SOIL
SUBGRADES ALONG HAUL ROADS AND LAYDOWN AREAS TO IMPROVE TRAFFICABILITY. SPECIFIC FINISHED EARTHWORKS LEVEL
PLATFORM DESIGN WOULD BE REQUIRED PRIOR TO MOBILISATION AND TRAFFICKING OF ANY
HEAVY MOBILE PLANT ON THE SITE.
29.57
7. IMPORTED GENERAL FILL MATERIAL SHALL BE SUPPLIED AND COMPACTED WHERE UNSUITABLE
NATURAL MATERIALS ARE LOCATED AND AS OTHERWISE NECESSARY TO OBTAIN
SUBGRADE/PLATFORM LEVEL. IMPORTED GENERAL FILL MATERIAL SHALL BE CLEAN GRADED
MATERIAL FREE OF ORGANIC MATTER AND STONES, WITH MAXIMUM PARTICLE SIZE OF 100mm
AND CAPABLE OF BEING COMPACTED INTO COHERENT FILLING TO THE SPECIFIED STANDARD.
THE MATERIAL SHALL HAVE A MAXIMUM PLASTICITY INDEX OF 15%, A SHRINK-SWELL INDEX OF
LESS THAN OR EQUAL TO 1% AND A MINIMUM C.B.R. OF 10%.
8. ALL EARTHWORKS TO BE CARRIED OUT AT +/- 2% OPTIMUM MOISTURE CONTENT FOR STANDARD
COMPACTION.
9. ANY PROPOSED RETAINING WALL WORKS MUST BE WHOLLY WITHIN THE PROPERTY BOUNDARY
OF THE SUBJECT SITE, INCLUDING REAR OF RETAINING WALL DRAINAGE INFRASTRUCTURE FOR
RETAINING WALLS IN CUT. RETAINING WALLS ARE TO BE PREPARED IN ACCORDANCE WITH
STRUCTURAL ENGINEERS SPECIFICATIONS, AND IN CONFORMANCE WITH CONSTRUCTION
REQUIREMENTS OF GEOTECHNICAL REPORT.
10. REFER ARCHITECT/LANDSCAPE ARCHITECT DRAWINGS FOR CONFIRMATION OF RETAINING WALL
COLOUR AND FINISH.
11. ALL EARTHWORKS OPERATIONS SHALL BE CARRIED OUT WITH 'LEVEL 2' SOIL ENGINEERING
SUPERVISION IN ACCORDANCE WITH APPENDIX B OF AS 3798. THE NOMINATED GEOTECHNICAL
TESTING AUTHORITY SHALL PROVIDE CERTIFICATION THAT ALL GENERAL EARTHWORKS
30.30 30.30
OPERATIONS HAVE BEEN CARRIED OUT IN ACCORDANCE WITH THE DRAWINGS AND
SPECIFICATIONS AND THE CONTROLLED FILL IS SUITABLE FOR PURPOSE TO THE REQUIRED
30.30
BEARING CAPACITY UNDER THE PLATFORM/STRUCTURES AS SPECIFIED BY THE GEOTECHNICAL
REPORT.
12. ALL EARTHWORKS FILL AND EXCAVATED AREAS SHALL BE COMPACTED TO 98% STANDARD
MAXIMUM DRY DENSITY OR A DRY DENSITY INDEX OF AT LEAST 75% IN ACCORDANCE WITH THE
GEOTECHNICAL REPORT IN LAYERS OF 250MM LOOSE THICKNESS (PRIOR TO COMPACTION).
13. COMPACTION TESTING TO BE CARRIED OUT AT A MINIMUM OF TWO TESTS PER VERTICAL LIFT
WHERE STRUCTURAL FILL HEIGHTS EXCEED 300MM IN ACCORDANCE WITH AS3798.
CONTRACTOR TO UNDERTAKE ALL EARTHWORKS TESTING IN ACCORDANCE WITH S2 S3 S4 S5
GEOTECHNICAL ENGINEER AND LOCAL AUTHORITY REQUIREMENTS.
14. FINISHED SURFACES TO ALL DISTURBED AREAS ARE TO BE TREATED IN ACCORDANCE WITH
LANDSCAPE DRAWINGS.
15. ALL NEW WORKS TO MATCH NEATLY INTO EXISTING LEVELS.
16. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH APPROVED MANAGEMENT PLANS.
17. CONTRACTOR TO ENSURE SUITABLE EROSION CONTROL MEASURES ARE INSTALLED INCLUDING S1 - DRIVEWAY SECTION VIEW
BUT NOT LIMITED TO SHAKE DOWNS, SILT FENCE ETC IN ACCORDANCE WITH EROSION AND
SEDIMENT CONTROL PLAN.
18. ADEQUATE SAFETY FENCING/BARRIERS TO BE APPLIED TO ALL BATTERS OR RETAINING WALLS
(TEMPORARY OR PERMANENT) AS PER RELEVANT AUSTRALIAN STANDARDS AND LEGISLATION.
19. DUST CONTROL MEASURES ARE TO INCLUDE SPRAYING WATER ON UNPAVED ROADS, ACCESS
TRACKS AND STOCKPILES AT A SUFFICIENT LEVEL TO SUPPRESS DUST GENERATION.
ADDITIONALLY CONTRACTORS ARE TO COVER OR ENCLOSE STOCKPILES WHERE REASONABLY
PRACTICAL TO RESTRICT DUST MOVEMENT.
REINSTATE EXISTING RETAINING
20. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON THIS DRAWING, THE WALL TO STRUCTURAL ENGINEERS
CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE WRITTEN CONFIRMATION THAT WORKS CAN SPECIFICATION AS NECESSARY
COMMENCE.
21. ALL EXCAVATIONS ARE TO BE CONDUCTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE
GEOTECHNICAL ENGINEER AS OUTLINED IN THE GEOTECHNICAL INVESTIGATION REPORT BY
TECTONIC. TEMPORARY UNSURCHARGED CUTS IN LOOSE TO VERY LOOSE SAND TO BE FORMED
AT 1V:2H, AND IN MEDIUM DENSE SAND AT 1V:1H FOR BATTERS UP TO 3M IN HEIGHT. DEEPER SHORING/RETAINING WALL TO
STRUCTURAL ENGINEERS
CUTS ARE TO BE ASSESSED BY THE GEOTECHNICAL ENGINEER. SL
SPECIFICATIONS
22. WHERE THE ABOVE TEMPORARY BATTER SLOPES CAN NOT BE ACHIEVED, TEMPORARY 36
.0
9
SL
SHORING WILL BE REQUIRED UNDER THE ADVICE OF A SPECIALIST SHORING CONTRACTOR. INDICATIVE LOCATION OF EXISTING WATER MAIN.
SL
35
23. EXCAVATIONS IN PROXIMITY TO EXISTING STRUCTURES WILL REQUIRE SPECIFIC DESIGN TO CONTRACTOR TO LOCATE AND LOWER IF REQUIRED
35
.6
0
.4
PREVENT UNDERMINING WHICH SHOULD BE CARRIED OUT BY A SUITABLY QUALIFIED AND TO MAINTAIN MIN 800mm COVER. CONTRACTOR TO
0
LODGE WITH SERVICE PROVIDER AND ALLOW FOR
EXPERIENCED RPEQ STRUCTURAL ENGINEER. ALL ASSOCIATED COSTS.
24. CONTRACTOR'S RPEQ GEOTECHNICAL ENGINEER IS TO CONFIRM THAT ANY CONSTRUCTED
CUT/FILL BATTERS AND RETAINING STRUCTURES ON THE SITE HAVE ACHIEVED ADEQUATE
STABILITY WITH A LONG-TERM FACTOR OF SAFETY AGAINST GEOTECHNICAL FAILURES TO THEIR
SATISFACTION.
SL
FOR BASEMENT LAYOUT REFER TO
SL
32
25. EARTHWORKS LEVELS SHOWN ARE FINISHED SURFACE LEVELS INCLUSIVE OF TOPSOIL LAYER. ARCHITECTURAL PLANS
32
.
57
SL
.4
REFER TO STRUCTURAL ENGINEERING DRAWINGS FOR BUILDING SLAB THICKNESSES AND
0
32
INDICATIVE LOCATION OF EXISTING TELSTRA LINE.
.
SL
00
HYDRAULIC DRAWINGS FOR SUB-FLOOR DRAINAGE FOR DETERMINATION OF REQUIRED BULK CONTRACTOR TO LOCATE AND LOWER IF REQUIRED TO 31 UMEN
EARTHWORKS SURFACE. .2 EXISTING BIT
MAINTAIN MIN 600mm COVER. CONTRACTOR TO LODGE WITH 0 BITUMEN 07/09/21 UPDATED FOR RFI - BRP
26. ANY PRELOADING REQUIRED IS TO OCCUR IN ACCORDANCE WITH THE GEOTECHNICAL SERVICE PROVIDER AND ALLOW FOR ALL ASSOCIATED EXISTING
08/07/21 ISSUED FOR OPW - BRP
SL
ENGINEERS REQUIREMENTS. CONTRACTOR TO ALLOW FOR THE IMPORT AND REMOVAL OF ALL COSTS.
30
NECESSARY MATERIAL TO UNDERTAKE THE PRELOADING OPERATIONS.
.
DATE REVISION MARK CHK
14
KE
SL
C L2
ROLLOVER
R 8.
R
S
27. REFER ARCHITECTURAL DRAWINGS FOR BUILDING SETOUT. 28
O 8
1 IN 6
B
W 0
.8 1 IN 6 PROJECT ENGINEER
IN
50
50
N
3
VE
.
.
O
30
30
F
R
1 IN 6
FL
T
R
FL
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AD
1 IN 8 2
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77
30
.
29
FL
FL
2
.0
3,000L RAINWATER DETENTION
29
FL
TANK TO MANUFACTURERS
SPECIFICATIONS
3.7m 1.5m 4.53m 1.5m 1.35m 1.5m 25.73m
S2 - DRIVEWAY ACCESS SECTION
E [email protected]
SL
A 37 MARY ST NOOSAVILLE, QLD
29
.
50
SL
SL
29
P +61 7 5211 1003
SL
29
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SL
SL
0
SL
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29
1
29
29
.2
29
S5 - INTERNAL PARKING SECTION
.2
8
.2
EXISTING DRIVEWAY
.2
S4 - EXTERNAL PARKING SECTION CLIENT
2
1 IN 5 3% CROSSFALL
TO BE REMOVED
CONCRETE DRIVEWAY
1 IN 10 TO EXISTIN
G
NOVATO GROUP
6
2
.2
.1
29
29
PROJECT
FL
FL
1.2m 4.3m
INDICATIVE EXISTING BUILDING OUTLINE UNIT DEVELOPMENT
9 BOTTLEBRUSH AVENUE
SL
SL
SL
SL
SL
29
29
30
34
.9
NOOSA HEADS
.9
33
.2
SHORING/RETAINING WALL
7
.0
2
.9
0
SL
225Ø PP STORMWATER PIPE RETAINING WALL TO PARTITION WALL TO BIN TO STRUCTURAL
SL
33
33
.4
STRUCTURAL ENGINEERS ENCLOSURE ENGINEERS SPECIFICATION
.2
TITLE
S3 - DRIVEWAY ACCESS SECTION SPECIFICATION
BULK EARTHWORKS AND
SL
SL
SL
SL
SL
SL
SL
SL
31
31
31
31
29
SL
SL
29
.7
.6
30
.7
.7
29
.9
SL
.9
EXISTING BITUMEN DRIVEWAY
5
5
30
29
SITE SECTIONS
.2
7
.7
2
SL
0
29
.0
.8
4 TO BE REMOVED 1.0m 13.6m 0.5m
0
0
.8
29
0
.6
EXISTING DRIVEWAY
4
1 in 4 TO BE REMOVED CONCRETE DRIVEWAY AREA AND PARKING 1
3% CROSSFALL
G CONCRETE DRIVEWAY AREA AND INTERNAL PARKING/STORE
1 IN 10 TO EXISTIN 0 0
CONCRETE DRIVEWAY .6 .2
0
31 32 0
.5
3,000L TRAFFICABLE RAINWATER .5 PROJECT NO.
30
FL 30 DRAWING NO. STATUS
0
W
3
DETENTION TANK CONNECTED TO
.5
7
.5
TO
0
FL
.6
FL
30
.5
29
29
ROOF WATER 225Ø PP STORMWATER PIPE
30
FL
20210008 C30
FL
OPW
FL
FL
1.2m 4.3m 1.0m 12.42m 1.18m
DRAWN DESIGNED SCALE ISSUE
BRP BRP 1:200 B
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