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20220230-CV-Set
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EARTHWORKS NOTES
1. FOR GENERAL NOTES REFER DWG C01, WHICH IS TO BE REQUESTED AND VIEWED PRIOR TO COMMENCEMENT OF CONSTRUCTION IF NOT
SUPPLIED.
2. FOR DETAILED GEOTECHNICAL INFORMATION, IT IS RECOMMENDED THAT A 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.
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 EXPENSE.
5. COMPACTION OF THE EXPOSED SAND SUBGRADE REQUIRES SUBSTANTIAL VOLUMES OF WATER COMBINED WITH VIBRATORY COMPACTION
EQUIPMENT(E.G VIBRATING PLATE OR MINIMUM 4 TONNE VIBRATING SMOOTH DRUM ROLLER). CARE MUST BE TAKEN TO ENSURE THERE ARE
135 NO IMPACTS ON SURROUNDING STRUCTURES. MATERIAL TO BE COMPACTED IN ACCORDANCE WITH GEOTECHNICAL REPORT AND AS1289.
6. TEMPORARY SWALE DRAINS TO BE PROVIDED ALONG CREST AND TOE OF ANY CUTS AND ABOVE FILL BATTERS GRADING DISCHARGE TO A
RP160425 CONTROL POINT FOR DISCHARGE TO EXISTING STORMWATER INFRASTRUCTURE IN ROAD RESERVE.
7. A MINIMUM 150MM THICK GRANULAR WORKING PLATFORM MAY BE REQUIRED ON SOIL SUBGRADES ALONG HAUL ROADS AND LAYDOWN AREAS
TO IMPROVE TRAFFICABILITY. SPECIFIC PLATFORM DESIGN WOULD BE REQUIRED PRIOR TO MOBILISATION AND TRAFFICKING OF ANY HEAVY
MOBILE PLANT ON THE SITE.
8. 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
B 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%.
-0.007m C31 9.
10.
ALL EARTHWORKS TO BE CARRIED OUT AT +/- 2% OPTIMUM MOISTURE CONTENT FOR STANDARD COMPACTION.
ANY PROPOSED RETAINING WALL WORKS MUST BE WHOLLY WITHIN THE PROPERTY BOUNDARY OF THE SUBJECT SITE, INCLUDING REAR OF
26.48
9m RETAINING WALL DRAINAGE INFRASTRUCTURE FOR RETAINING WALLS IN CUT. RETAINING WALLS ARE TO BE PREPARED IN ACCORDANCE WITH
-0.216m STRUCTURAL ENGINEERS SPECIFICATIONS, AND IN CONFORMANCE WITH CONSTRUCTION REQUIREMENTS OF GEOTECHNICAL REPORT.
11. REFER ARCHITECT/LANDSCAPE ARCHITECT DRAWINGS FOR CONFIRMATION OF RETAINING WALL COLOUR AND FINISH.
25.00 12. ALL EARTHWORKS OPERATIONS SHALL BE CARRIED OUT WITH 'LEVEL 1' SOIL ENGINEERING SUPERVISION IN ACCORDANCE WITH APPENDIX B
0m
7
.9
-0.108m OF AS 3798. THE NOMINATED GEOTECHNICAL TESTING AUTHORITY SHALL PROVIDE CERTIFICATION THAT ALL GENERAL EARTHWORKS
30
OPERATIONS HAVE BEEN CARRIED OUT IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS AND THE CONTROLLED FILL IS SUITABLE
FOR PURPOSE TO THE REQUIRED BEARING CAPACITY UNDER THE PLATFORM/STRUCTURES AS SPECIFIED BY THE GEOTECHNICAL REPORT.
1
.8
30
13. ALL EARTHWORKS FILL AND EXCAVATED AREAS SHALL BE COMPACTED TO 98% STANDARD MAXIMUM DRY DENSITY OR A DRY DENSITY INDEX
8
.9
OF AT LEAST 75% IN ACCORDANCE WITH THE GEOTECHNICAL REPORT IN LAYERS OF 250MM LOOSE THICKNESS (PRIOR TO COMPACTION).
30
30.83 14. 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 GEOTECHNICAL
0.111m 30.79
ENGINEER AND LOCAL AUTHORITY REQUIREMENTS.
15. FINISHED SURFACES TO ALL DISTURBED AREAS ARE TO BE TREATED IN ACCORDANCE WITH LANDSCAPE DRAWINGS.
0.125m
16. ALL NEW WORKS TO MATCH NEATLY INTO EXISTING LEVELS.
20.00 17. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH APPROVED MANAGEMENT PLANS.
0m
2
0.129m 18. CONTRACTOR TO ENSURE SUITABLE EROSION CONTROL MEASURES ARE INSTALLED INCLUDING BUT NOT LIMITED TO SHAKE DOWNS, SILT
.6
30
FENCE ETC IN ACCORDANCE WITH EROSION AND SEDIMENT CONTROL PLAN.
-0.017m 19. ADEQUATE SAFETY FENCING/BARRIERS TO BE APPLIED TO ALL BATTERS OR RETAINING WALLS (TEMPORARY OR PERMANENT) AS PER
7
.6
137 0.023m RELEVANT AUSTRALIAN STANDARDS AND LEGISLATION.
30
20. DUST CONTROL MEASURES ARE TO INCLUDE SPRAYING WATER ON UNPAVED ROADS, ACCESS TRACKS AND STOCKPILES AT A SUFFICIENT
RP160425 LEVEL TO SUPPRESS DUST GENERATION. ADDITIONALLY CONTRACTORS ARE TO COVER OR ENCLOSE STOCKPILES WHERE REASONABLY
PRACTICAL TO RESTRICT DUST MOVEMENT.
21. PRIOR TO THE CONTRACTOR COMMENCING ANY WORKS DETAILED ON THIS DRAWING, THE CONTRACTOR IS TO NOTIFY RECOR AND RECEIVE
A 0.081m
WRITTEN CONFIRMATION THAT WORKS CAN COMMENCE.
5
C31 0.197m 22. ALL EXCAVATIONS ARE TO BE CONDUCTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE GEOTECHNICAL ENGINEER AS OUTLINED IN THE
136
.6
30
GEOTECHNICAL INVESTIGATION REPORT BY TECTONIC. TEMPORARY UNSURCHARGED CUTS IN LOOSE TO VERY LOOSE SAND TO BE FORMED
0
20.00 0m
0m
.5
15.00 AT 1V:2H, AND IN MEDIUM DENSE SAND AT 1V:1H FOR BATTERS UP TO 3M IN HEIGHT. DEEPER CUTS ARE TO BE ASSESSED BY THE
1
30
0m
.4
20.33
0.110m
30
GEOTECHNICAL ENGINEER. PERMANENT CUT AND FILL BATTERS TO BE A MAXIMUM 1V:2.5H.
0m
23. EARTHWORKS FILL BATTERS TO BE MAXIMUM OF 1M IN HEIGHT, OR OTHERWISE RETAINED.
0.014m 24. WHERE THE ABOVE TEMPORARY BATTER SLOPES CAN NOT BE ACHIEVED, TEMPORARY SHORING WILL BE REQUIRED UNDER THE ADVICE OF A
15.00
SPECIALIST SHORING CONTRACTOR.
0m
.4 43
25. EXCAVATIONS IN PROXIMITY TO EXISTING STRUCTURES WILL REQUIRE SPECIFIC DESIGN TO PREVENT UNDERMINING WHICH SHOULD BE
30 30.
10.00
CARRIED OUT BY A SUITABLY QUALIFIED AND EXPERIENCED RPEQ STRUCTURAL ENGINEER.
7
REET
26. CONTRACTOR'S RPEQ GEOTECHNICAL ENGINEER IS TO CONFIRM THAT ANY CONSTRUCTED CUT/FILL BATTERS AND RETAINING STRUCTURES
m
0.184m
A 30.4
5.000
ON THE SITE HAVE ACHIEVED ADEQUATE STABILITY WITH A LONG-TERM FACTOR OF SAFETY AGAINST GEOTECHNICAL FAILURES TO THEIR
0
SATISFACTION.
.3
1
C31
30
0.126m
m
27. LEVELS AND VOLUMES SHOWN ARE TO FINISHED SURFACE INCLUSIVE OF TOPSOIL LAYER - EARTHWORKS FINISHED LEVEL NOMINALLY 200mm
0.000
BELOW. CONTRACTOR TO CONFIRM EARTHWORKS SURFACE LEVLS BASED ON STRUCTURAL ENGINEERING DRAWINGS FOR BUILDING SLAB
10.00
en
0m THICKNESSES AND HYDRAULIC DRAWINGS FOR SUB-FLOOR DRAINAGE TO CONFIRM FINAL EARTHWORKS SURFACE.
b
0.060m
f Bitum
of Ker
28. ANY PRELOADING REQUIRED IS TO OCCUR IN ACCORDANCE WITH THE GEOTECHNICAL ENGINEERS REQUIREMENTS. CONTRACTOR TO ALLOW
-0.008m FOR THE IMPORT AND REMOVAL OF ALL NECESSARY MATERIAL TO UNDERTAKE THE PRELOADING OPERATIONS.
29. REFER ARCHITECTURAL DRAWINGS FOR BUILDING SETOUT.
ME ST
Edge o
Back
0.135m 9
30.2
4
.3
30
0.09m
5.000
m
30
0.034m
.14
DEPTH LEGEND
1
.2
DELOR
30
-1.0 to -0.8
30.13
-0.8 to -0.6
-0.6 to -0.4 EARTHWORK CUT/FILL VOLUMES:
B 2
.0
30
0.000 -0.4 to -0.2
m
C31 -0.2 to -0.0 TOTAL CUT: 26.57m³
01
27.23
30.
89 0.0 to 0.2 TOTAL FILL: 33.14m³
Back o 29.
f
Edge o Kerb
09
0.2 to 0.4
.
27
f Bitum BALANCE: 6.55m³ FILL
en 28.3
8 29.83
0.4 to 0.6
29.72 0.6 to 0.8
6
6
.2
.5
28
29
8
9
.2
.2
29.24
0.8 to 1.0
30
27
6
29.4
2
.1
29
7
.4
28
SAFAR
I STRE
29.
50
ET
NOTE:
LEVELS SHOWN ARE TO FINISHED SURFACE. CONTRACTOR TO DETERMINE
3
.4
REQUIRED EARTHWORKS LEVEL BASED ON STRUCTURAL SLAB DESIGN AND
30
HYDRAULIC SUB FLOOR DRAINAGE REQUIREMENTS.
6
.8
30
SCALE: CLIENT: APPROVED BY: PROJECT NAME:
RESIDENTIAL DUPLEX AT 22 DELORME ST
1:100 TITLE: STATUS:
BULK EARTHWORKS PLAN ISSUED FOR APPROVAL
© ABN 89 647 469 707 C 21/10/22 REISSUED FOR APPROVAL MVP BRP NW SANTIAGO NOMINEES NATHAN WAGSTAFF
B 12/06/22 REVISED ARCH LAYOUT BRP BRP NW
37 MARY ST RPEQ: 26443
A 19/05/22 MCU ISSUE BRP BRP NW
NOOSAVILLE, QLD 4566 CPEng NER DRAWING NUMBER: PROJECT NUMBER: REV:
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP SHEET
DATE: 21/10/22 SIZE:
RECORCONSULTING.COM REVISIONS C30 20220130 A1 C
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