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Appendix B - Engineering Plans
Plans and drawings: the text below has words only, no drawings.
LINDSAY CONSULTING PTY
LTD
NO.217 WEYBA ROAD, NOOSAVILLE
PROPOSED RESIDENTIAL DUPLEX
SUBJECT SITE
SCHEDULE OF DRAWINGS
DWG DESCRIPTION
C1 LOCALITY PLAN & SCHEDULE OF DRAWINGS
C2 GENERAL NOTES
C3 GENERAL NOTES
C4 BULK EARTHWORKS PLAN
C5 EROSION & SEDIMENT CONTROL PLAN
C6 EROSION & SEDIMENT CONTROL DETAILS
C7 EROSION & SEDIMENT CONTROL DETAILS
C8 STORMWATER PLAN
C9 DRIVEWAY PLAN
C10 DRIVEWAY CONSTRUCTION DETAILS
C11 DRIVEWAY SECTION DETAIL
PROPERTY DESCRIPTION
Lot 6 on RP56993 C12 SWEEP PATH
Noosa Council C13 SWEEP PATH
Site Area - 809.3 sqm
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Page 2
4. MATERIAL WON FROM SITE TO BE INSPECTED BY ENGINEER
GENERAL 3. CONSULTATION WITH AFFECTED PARTIES IS MANDATORY FOR APPROVAL PRIOR TO USE AS FILLING UNDER SLABS. NON-SAND FILL TO 95% MAXIMUM
WHEN IDENTIFYING HAZARDS,ASSESSING RISKS AND ANY IMPORTED FILL TO HAVE A MINIMUM CBR VALUE OF DRY DENSITY STANDARD
1. THESE ENGINEERING DRAWINGS HAVE BEEN PREPARED
DECIDING ON CONTROL MEASURES. 15%. ALL FILL TO BE COMPACTED TO EITHER CONTROLLED COMPACTION) IN ACCORDANCE
FROM INFORMATION AVAILABLE AT THE TIME. AS THIS
OR ROLLED FILL STANDARD AS SPECIFIED ELSEWHERE WITH AUSTRALIAN STANDARD
INFORMATION MAY BE THE SUBJECT OF CHANGE PRIOR TO 4. CONSTRUCTION SHALL BE CARRIED OUT USING SAFE
OR DURING CONSTRUCTION, THE CONTRACTOR IS REQUESTED WORK METHODS AND IN ACCORDANCE WITH THE FOLLOWING COMPACTION TESTS SHALL BE
5. WHERE SERVICE TRENCHES ARE REQUIRED TO BE
TO ADVISE THE ENGINEER WHERE DIFFERENCES OCCUR. THESE
DRAWINGS SHALL NOT BE USED FOR FINAL SETOUT OF THE
DOCUMENTS:- EXCAVATED BELOW FOOTING BASE LEVEL, SIDE OF CARRIED OUT ON EACH LAYER AS LINDSAY CONSULTING PTY
LTD
TRENCH SHALL BE LOCATED AWAY FROM SIDE OF FOOTING THE FILLING IS PLACED. IF THE
PROJECT UNLESS SPECIFICALLY STATED.
LEGISLATION BY THE SAME DISTANCE THAT THE TRENCH IS BELOW COMPACTION STANDARD
FOOTING BASE. WHERE THIS CANNOT BE ACHIEVED, THE SPECIFIED IS NOT ACHIEVED, THEN
2. INSPECTIONS ARE REQUIRED TO BE PERFORMED BY A
- WORKPLACE HEALTH AND SAFETY ACT 2011 STRUCTURAL ENGINEER SHALL BE CONTACTED FOR A "PIER AND SLAB" AND "PIER AND
DULY APPOINTED COMPETENT PERSON(S). REFER TO PRINCIPLE
- WORKPLACE HEALTH AND SAFETY REGULATION 2011 FURTHER DIRECTION. BEAM" FOOTING DESIGN SHALL BE
CONTRACTOR, CERTIFIER, STATE GOVERNMENT LEGISLATION
ADOPTED WITH ALL PIERS FOUNDED
OR COUNCIL FOR FOR HOLD POINTS.
6. ALL SOIL CONDITIONS SHALL BE AS PER SPECIFIED ON THE NATURAL UNDERLYING
QUEENSLAND GOVERNMENT CODES OF GEOTECHNICAL REPORT. WHERE CONDITIONS VARY FROM MATERIAL.
3. THESE DRAWINGS SHALL BE READ IN CONJUNCTION WITH PRACTICE REPORT THE GEOTECHNICAL ENGINEER SHALL BE CONTACTED
ALL ARCHITECTURAL AND OTHER CONSULTANTS
FOR DIRECTIONS
DRAWINGS AND SPECIFICATIONS AND WITH SUCH OTHER
WRITTEN INSTRUCTIONS AS MAY BE ISSUED DURING THE
- CONFINED SPACES: CODE OF PRACTICE 2016 STORMWATER DRAINAGE NOTES
- FORMWORK CODE OF PRACTICE 2016 7. THE CONTRACTOR(S) SHALL FULLY INFORM THEMSELVES
COURSE OF THE CONTRACT. - HAZARDOUS MANUAL TASKS: CODE OF PRACTICE 2016 OF THE GROUND CONDITIONS ON SITE PRIOR TO 1.ANY CHANGES SHALL BE APPROVED BY THE ENGINEER IN
- HOW TO MANAGE WORK HEALTH AND SAFETY RISKS: CODE COMMENCEMENT OF THE WORKS AND ADOPT SEEPAGE AND WRITING PRIOR TO CARRYING OUT OF THE WORKS
4. ALL DISCREPANCIES SHALL BE REFERRED TO THE OF PRACTICE 2011 DRAINAGE CONTROL AND CONSTRUCTION PRACTICES
ARCHITECT FOR DECISION BEFORE PROCEEDING WITH THE - MANAGING NOISE AND PREVENTING HEARING LOSS AT APPROPRIATE FOR THE SITE CONDITIONS. 2.ALL LEVELS TO AHD.
WORK. WORK: CODE OF PRACTICE 2015
- MANAGING THE RISK OF FALLS AT WORKPLACES: CODE OF 8. WHERE ANY FILLING IS CARRIED OUT ON THE SITE AFTER 3.ALL DIMENSIONS ARE IN MILLIMETRES UNLESS NOTED
5. ALL DIMENSIONS RELEVANT TO SETTING OUT AND OFF-SITE PRACTICE 2011 THE COMPLETION OF THE SITE INVESTIGATION, THE OTHERWISE.
WORK SHALL BE VERIFIED BY THE CONTRACTOR BEFORE - MANAGING WORK ENVIRONMENT AND FACILITIES: CODE OF FOLLOWING REQUIREMENTS SHALL BE FOLLOWED:
CONSTRUCTION AND FABRICATION IS COMMENCED. PRACTICE 2011 4.ALL DIMENSIONS AND LEVELS ARE TO BE CHECKED ON-SITE
- MOBILE CRANE: CODE OF PRACTICE 2006 THE SITE SHALL BE STRIPPED OF ALL VEGETATION BEFORE WORK COMMENCES.
6. THE ENGINEER'S DRAWINGS SHALL NOT BE SCALED. - SCAFFOLDING: CODE OF PRACTICE 2009 PRIOR TO THE PLACEMENT OF ANY FILLING
- STEEL CONSTRUCTION: CODE OF PRACTICE 2004 MATERIAL. 5. DIMENSIONS SHALL NOT BE OBTAINED BY SCALING THE
7. DURING CONSTRUCTION THE CONTRACTOR SHALL BE - TILT-UP AND PRE-CAST CONSTRUCTION INDUSTRY CODE DRAWING.
RESPONSIBLE FOR MAINTAINING THE STRUCTURE IN A STABLE OF PRACTICE 2003 COMPACTION STANDARDS FOR FILLING MATERIAL
CONDITION AND ENSURING NO PART SHALL BE OVERSTRESSED - TOWER CRANE: CODE OF PRACTICE 2006 6. FOR BUILDING SET-OUT REFER ARCHITECTURAL DRAWINGS
UNDER CONSTRUCTION ACTIVITIES. - WORK HEALTH AND SAFETY CONSULTATION, CONTROLLED FILLING
CO-OPERATION AND CO-ORDINATION CODE OF PRACTICE 7. THE LOCATION AND DEPTH OF ALL SERVICES SHALL BE
8. WORKMANSHIP AND MATERIALS ARE TO BE IN 2011 (A) SAND FILLING UP TO 800 DEEP, PLACED IN VERIFIED ON SITE WITH THE REVLEVANT AUTHORITY PRIOR TO
ACCORDANCE WITH THE RELEVANT CURRENT S.A.A. CODES
INCLUDING ALL AMENDMENTS, AND THE LOCAL STATUTORY
QUEENSLAND GOVERNMENT CODES OF MAXIMUM 300mm THICK LAYERS AND THE COMMENCEMENT OF WORKS
PRACTICE (CONTINUED) COMPACTED WITH A VIBRATING ROLLER TO
AUTHORITIES, EXCEPT WHERE VARIED BY THE CONTRACT ACHIEVE A MINIMUM DYNAMIC CONE PENETRO- 8. DURING CONSTRUCTION BARRIERS, LIGHTS & SIGNS SHALL BE
DOCUMENTS.
METER READING OF 7 BLOWS PER 300 MAINTAINED TO ENSURE SAFE PASSAGE OF TRAFFIC AND
- SAFE DESIGN OF STRUCTURES CODE OF PRACTICE 2014
PENETRATION (REFER AS 1289.F3.3). PEDESTRIANS IN ACCORDANCE WITH THE REQUIREMENTS OF
9. THE APPROVAL OF A SUBSTITUTION SHALL BE SOUGHT OTHER REFERENCES:
- NATIONAL CODE OF PRACTICE FOR PRECAST, TILT UP AND THE LOCAL AUTHORITY.
FROM THE ENGINEER, BUT IS NOT AN AUTHORIZATION FOR SAND FILL MAY BE FLOODED IF NECESSARY TO
AN EXTRA. ANY EXTRA INVOLVED MUST BE TAKEN UP WITH CONCRETE ELEMENTS IN BUILDING CONSTRUCTION, 2008
ACHIEVE THIS COMPACTION STANDARD, 9.ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH
THE ARCHITECT AND/OR PRINCIPLE BEFORE THE WORK PROVIDED THE WATER CAN SUBSEQUENTLY BE CURRENT LOCAL AUTHORITIES SPECIFICATIONS AND
COMMENCES. CONTRACTORS SUBMISSIONS DRAINED FROM THE SITE. STANDARDS.
10. UNLESS NOTED OTHERWISE ALL DIMENSIONS ARE IN
1. THE REINFORCEMENT, PRE-STRESSING AND STRUCTURAL (B) NON-SAND FILLING UP TO 400 DEEP, PLACED IN 10.THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING
MILLIMETRES MAXIMUM 150 mm THICK LAYERS AND
STEEL MATERIAL SUPPLIER MUST BE CERTIFIED BY ACRS ALL RELEVANT AUTHORITIES AND PAYING ALL FEES NECESSARY
(AUSTRALIAN STANDARDS CERTIFICATION AND COMPACTED WITH A MECHANICAL ROLLER. BEFORE COMMENCING WORK, FOR LOCATING ALL EXISTING
11. ALL LEVELS ARE EXPRESSED IN METRES.
VERIFICATION OF REINFORCING, PRE-STRESSING AND CLAY FILL SHALL BE MOIST DURING SERVICES AND FOR REPAIR OF ANY SERVICES DAMAGED AS A
STRUCTURAL STEELS) FOR THE SUPPLY OF REINFORCEMENT, COMPACTION. RESULT OF THE FOOTPATHS AND PRIVATE PROPERTY SHALL BE
12. ALL PROPS AND FORMWORK FOR BEAMS AND SLABS SHALL
PRE-STRESSING STRUCTURAL STEEL. REINSTATED TO THEIR ORIGINAL CONDITION.
BE REMOVED BEFORE CONSTRUCTION OF ANY MASONRY
(C) CONTROLLED FILLING SHALL CONTINUE FOR AT
WALLS OR PARTITIONS ON THE FLOOR.
2. SUBMIT CURRENT CERTIFICATES. LEAST 1 METRE PAST THE EDGE OF THE 11.ANY OBSOLETE/REDUNANT DRIVEWAY CROSSINGS AND
FOOTING BEAM AND SHALL BE BATTERED BACK DRAINAGE OUTLETS FROM THE KERB AND CHANNEL INCLUDING
13. ALL NON LOAD BEARING WALLS SHALL BE KEPT CLEAR OF
TO THE ORIGINAL SURFACE WITH A SLOPE OF ASSOCIATED PIPES ACROSS THE FOOTPATH SHALL BE REMOVED
THE UNDERSIDE OF SLABS AND BEAMS BY 20mm
NO MORE THAN 1:2 (VERT : HOR).
WATERPROOFING AND THE KERB AND CHANNEL AND FOOTPATH REINSTATED TO
THE LOCAL AUTHORITIES CURRENT SPECIFICATIONS AND OR
14. UNLESS OTHERWISE SHOWN. SUBTERRANEAN TERMITE
(D) WHERE THE DEPTH OF FILLING MATERIAL STANDARDS
PROTECTION SHALL BE IN ACCORDANCE WITH AS 3660 - PART 1 1. REFER TO ARCHITECTS DOCUMENTATION FOR EXCEEDS THAT SPECIFIED ABOVE, THE FILLING
AND THE BCA. WATERPROOFING DETAILS AND PRODUCT SPECIFICATIONS MATERIAL SHALL BE COMPACTED 12.THE CONTRACTOR'S ATTENTION IS DRAWN TO THE
GENERALLY. AS FOLLOWS:- REQUIREMENTS OF THE WORKPLACE HEALTH AND SAFETY ACT
15. NON-STRUCTURAL ITEMS SUCH AS DAMP PROOF
1995. ALL WORK IS TO BE CARRIED OUT IN ACCORDANCE WITH
COURSING, FLASHING AND WEEP HOLES ARE NOT SHOWN 2. WHILE THE SELECTION AND DETAILING OF SAND FILL TO 65% DENSITY INDEX IN THIS ACT AND IN PARTICULAR THE CONTRACTOR TO ENSURE
FOR CLARITY. REFER TO THE ARCHITECTURAL DETAILS AS WATERPROOFING PRODUCTS IS OUTSIDE THE SCOPE OF ACCORDANCE WITH AS1289.E6.1 THE REQUIREMENTS OF THIS SPECIFICATION WITH REGARD TO
REQUIRED THE STRUCTURAL DOCUMENTATION, THE FOLLOWING ITEMS
'NOTIFICATION IN RELATION TO A NOTIFIABLE PROJECT ARE
MUST BE NOTED: NON-SAND FILL TO 95% MAXIMUM FULFILLED.
DRY DENSITY (STANDARD
16. ALL STORMWATER CULVERTS TO BE RCP CLASS 2. ALL (i) REINFORCED CONCRETE AND REINFORCED COMPACTION) IN ACCORDANCE 13.BENCHING OF PIT STRUCTURES SHALL HAVE A SMOOTH
ROOFWATER PIPES TO BE uPVC CONCRETE BLOCKWORK ON THEIR OWN ARE NOT WITH AUSTRALIAN STANDARD FINISHED SURFACE, AND PIPES SHALL NOT PROJECT INSIDE THE
WATERPROOF.
SHAFT OF THE PIT.
17. SILT MANAGEMENT PLAN TO REMAIN IN PLACE UNTIL
COMPACTION TESTS SHALL BE
COMPLETION OF WORKS AND 2. ALL PROPOSED OPERATIONAL (ii) LINDSAY CONSULTING PTY LTD RECOMMENDS CARRIED OUT ON EACH LAYER AS 14.STORMWATER DRAINAGE PIPES SHALL BE UPVC PIPE
WORKS SHALL BE CONSTRUCTED IN ACCORDANCE WITH WATERPROOFING MEASURES FOR ALL EXTERNAL THE FILLING IS PLACED. IF THE (MINIMUM SEWER CLASS SN8) TO AS 14. 1260 OR APPROVED
COUNCIL'S OPERATIONAL WORKS APPROVAL LETTER AND SLABS OVER USABLE SPACES AND EXTERNAL SINGLE COMPACTION STANDARD SPECIFIED EQUIVALENT. MINIMUM COVER TO ROOFWATER PIPES SHALL BE
COUNCIL'S DECISION SKIN MASONRY. IS NOT ACHIEVED, THEN A "PIER AND 50mm EXCEPT WHERE REDUCED COVER IS REQUIRED TO
SLAB" AND "PIER AND BEAM" DISCHARGE TO THE KERB AND CHANNEL.
18.CONCRETE KERB RAMPS SHALL BE ALIGNED TO COMPLY WITH (iii) FAILURE TO PROVIDE WATERPROOFING, OR FOOTING DESIGN SHALL BE
COUNCIL'S STANDARD DRAWING AND SHALL BE CONSTRUCTED INADEQUATE WATERPROOFING MEASURES MAY ADOPTED WITH ALL PIERS FOUNDED 15.MINIMUM PIPE GRADES FOR STORMWATER AS 3500 PART 3:
STRICTLY IN ACCORDANCE WITH COUNCIL STANDARD RESULT IN LEAKS. ON THE NATURAL UNDERLYING PIPES SHALL COMPLY WITH - 1.0% (MIN) GRADE FOR PIPES < 150
MATERIAL. DIA. - 0.5% (MIN) GRADE FOR PIPES > 150 BUT < 375 DIA.
19. ALL TEMPORARY AND PERMANENT ROAD SIGNS AND (iv) PROLONGED LEAKS CAN LEAD TO PREMATURE
LINEMARKING SHALL COMPLY WITH THE CURRENT MANUAL OF DETERIORATION OF STRUCTURAL ELEMENTS. ROLLED FILLING 16.CONCRETE DRIVEWAY AND PARKING AREAS SHALL BE
UNIFORM TRAFFIC CONTROL DEVICES(M.U.T.C.D.). EXISTING LINE
CONSTRUCTED WITH 32 MPa
MARKING SHALL BE REMOVED BY GRINDING NOT"BLACKING (v) WATER LEAKING THROUGH CONCRETE STRUCTURES (A) SAND FILLING UP TO 600 DEEP, PLACED IN
OUT". COUNCIL DOES NOT APPROVE OF BLACKING OUT OF TYPICALLY CONTAINS CALCIUM WHICH CAN DAMAGE MAXIMUM 300mm THICK LAYERS AND 17.REFER HYDRAULIC DRAWINGS FOR SANITARY DRAINAGE
EXISTING LINE MARKING. KERB MARKERS SHALL BE PROVIDED PAINTWORK COMPACTED BY REPEATED ROLLING WITH AN LAYOUTS.
FOR ALL WATER, TELSTRA AND ANY OTHER SERVICE CONDUIT
EXCAVATOR.
ROAD CROSSINGS AS APPLICABLE.
EARTHWORKS 18.COMPACTION OF MATERIAL UNDER CONCRETE DRIVEWWAYS
(B) NON-SAND FILING UP TO 300 DEEP, PLACED IN AND PARKING AREAS SHALL BE (i) 75% MINIMUM DENSITY FOR
SAFETY 1. EARTHWORKS TO COMPLY WITH AS3798. MAXIMUM 150mm THICK LAYERS AND COHESIONLESS MATERIAL (AS 1289 E5.1) AND (ii) 90% RELATIVE
COMPACTED BY REPEATED ROLLING WITH AN DRY DENSITY (STD COMP.) FOR MATERIAL OTHER THAN (i)
1. REFER TO THE PROJECT DOCUMENTS FOR AN 2. STRIP SITE OF ALL TOPSOIL, VEGETATION AND EXCAVATOR
ASSESSMENT OF THE RISKS ASSOCIATED WITH THE ANY DELETERIOUS MATTER TO A MINIMUM DEPTH OF 150 mm.
WORKS AND RECOMMENDED TREATMENTS. (C) WHERE THE DEPTH OF FILLING MATERIAL
3. PROOF ROLL SUBGRADE TO REVEAL SOFT SPOTS. SOFT EXCEEDS THAT SPECIFIED ABOVE, THE FILLING
2. WHERE THERE IS IS NO OVER RIDING PROJECT DOCUMENT/ SPOTS TO BE REMOVED AND BACKFILLED. ALL NATURAL MATERIAL SHALL BE COMPACTED AS
SPECIFICATIONS THEN REFER TO THE PRINCIPLE SUBGRADE IS TO BE COMPACTED TO ACHIEVE A DENSITY FOLLOWS:-
CONTRACTOR FOR ALL SAFETY REQUIREMENTS INDEX OF 70%. SAND FILL TO 65% DENSITY INDEX IN
ACCORDANCE WITH AS1289.E6.1
Page 3
WITH AS3600 EXCEPT WHERE APPROVED BY THE OBTAINED FROM WORKSHOP DRAWINGS PRIOR TO 14. ALL REINFORCING BARS SHALL BE GRADE N CONFORMING
FOOTINGS AND SLAB ON GROUND STRUCTURAL ENGINEER. NO RE-BENDING SHALL BE SCHEDULING OF REINFORCEMENT, AND ARE NOT TO EXCEED WITH THE REQUIREMENTS OF AS1302
PERMITTED UNLESS APPROVED BY THE STRUCTURAL DIMENSIONS WHERE SHOWN ON STRUCTURAL DRAWINGS.
1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN
ENGINEER. 15. WORKMANSHIP INVOLVED IN PLACING CONCRETE
ACCORDANCE WITH THE REQUIREMENTS OF THE RELEVANT
20. DO NOT CUT REINFORCEMENT ON SITE TO CLEAR MASONRY UNITS SHALL COMPLY WITH AS3700. LINDSAY CONSULTING PTY
CURRENT AUSTRALIAN STANDARD CODES, BUILDING BY-LAWS LTD
8. ALL REINFORCEMENT SHALL BE SECURELY SUPPORTED IN PENETRATIONS. DISPLACE REINFORCEMENT SLIGHTLY AS
AND THE ORDINANCES OF THE RELEVANT LOCAL AUTHORITY.
ITS CORRECT POSITION DURING CONCRETING BY APPROVED
PLASTIC BAR CHAIRS U.N.O.
NECESSARY.
CHEMICAL AND MECHANICAL
2. SLAB ON GROUND TO BE POURED ON WATERPROOF
MEMBRANE AND PLACED ON 50mm BEDDING SAND. MEMBRANE
21. NO CHASES, HOLES GREATER THAN 150mm DIAMETER, OR ANCHORS
MAXIMUM CENTRES OF SUPPORTING CHAIRS SHALL BE EMBEDMENT OF PIPES GREATER THAN 40mm DIAMETER
JOINTS TO BE TAPED.
600mm FOR FABRIC, 600mm FOR BARS UP TO 12mm DIAMETER, OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS 1. "CHEMSET" DENOTES RAMSET GRADE 5.8 HOT DIPPED
900mm FOR BARS 16mm AND GREATER. SHALL BE MADE IN THE CONCRETE SLABS. FOR ALL OTHER GALV. STUDS FIXED WITH RAMSET CHEMSET REO 502 WITH
3. WHERE SAND BED IS REQUIRED UNDER SLAB, THIS SHALL
CONCRETE MEMBERS NO PENETRATIONS, CHASES OR THE FOLLOWING MINIMUM EMBEDMENTS:
BE COMPACTED SUFFICIENTLY TO SUPPORT
9. ALL OPENINGS AND RE-ENTRANT CORNERS IN THE EMBEDMENTS SHALL BE MADE WITHOUT PRIOR APPROVAL BY
REINFORCEMENT PLUS 100 kg/CHAIR WITHOUT VERTICAL
CONCRETE SHALL HAVE 3-N12 BARS x 2000 LONG TOP AND THE STRUCTURAL ENGINEER. M12 CHEMSETS - 110mm EMBEDMENT U.N.O.
DISPLACEMENT EXCEEDING 5mm.
BOTTOM, CENTRED DIAGONALLY ACROSS THE CORNER. M16 CHEMSETS - 125mm EMBEDMENT U.N.O.
22. CONDUITS CAST INTO CONCRETE MEMBERS SHALL BE M20 CHEMSETS - 150mm EMBEDMENT U.N.O.
4. REFER ARCHITECT FOR STEPS AND SETOUT OF ALL SLABS.
10. REINFORCEMENT LAPS SHALL BE AS FOLLOWS:- SPACED AT MAXIMUM DISTANCE POSSIBLE AND UNDER NO M24 CHEMSETS - 160mm EMBEDMENT U.N.O.
CIRCUMSTANCES CLOSER THAN A CLEAR SPACING OF TWICE
5. MINIMUM CONCRETE STRENGTHS IN ACCORDANCE WOITH
12mm 500 mm THE LARGER CONDUIT DIAMETER FROM PARALLEL 2. "CHEMSET MAXIMA CAPSULES" DENOTES RAMSET
AS3600 TO SUIT APPROPRIATE CONCRETE EXPOSURE
16mm 700 mm REINFORCEMENT OR ANY OTHER CONDUIT. CHEMSET MAXIMA SPIN CAPSULES WITH STUDS AND
CLASSIFICATION
20mm 900 mm EMBEDMENTS AS DEFINED IN NOTE 1.
24mm 1000 mm 23. ALL SAW JOINTS SHALL BE CARRIED OUT WITHIN 8 HRS OF
28mm 1200 mm POURING OF SLABS USING A "SOFT CUT" SAW OR SIMILAR. 3. "TRUBOLTS" DENOTES RAMSET TRUBOLT HOT DIPPED
6. MINIMUM LAPS AND SPLICES FOR REINFORCEMENT
32mm 1400 mm THE TIME SHALL BE REDUCED TO 4 HRS WHERE THE AIR GALV. STUD ANCHORS WITH THE FOLLOWING MINIMUM
TEMPERATURE EXCEEDS 32 DEGREES ON THE DAY OF THE POUR EMBEDMENTS:
(A) SLAB FABRIC - 225 MINIMUM OVERLAP OF
FOR ALL OTHER REINFORCEMENT SIZES REFER TO
TRANSVERSE BARS AT ALL EDGES
ENGINEER
REINFORCED MASONRY M12 TRUBOLTS - 80mm EMBEDMENT U.N.O.
M16 TRUBOLTS - 110mm EMBEDMENT U.N.O.
(B) TRENCH MESH - 500 SPLICES IN ALL FOOTING BEAMS
- LAPS AT INTERSECTIONS AS PER THE DRAWINGS CONCRETE 1. ALL CONCRETE MASONRY UNITS SHALL CONFORM TO THE
M20 TRUBOLTS - 135mm EMBEDMENT U.N.O
REQUIREMENTS OF AS4456.4 & 10, F'UC= 15 MPA.
(C) REINFORCING - 500 SPLICES IN ALL FOOTING BEAMS 1. CONCRETE WORK SHALL BE IN ACCORDANCE WITH 4. "CHEMSET 101 ANCHORS" DENOTES RAMSET GRADE 5.8
AS3600-2018. UNIT UNIT REIN. MORTAR SALT DURABILTY OF HOT DIPPED GALV. STUDS, FIXED WITH AN EFFECTIVEDEPTH
BARS - PROVIDE "L" BARS AT ALL BEAM INTER-
LOCATION STRENGTH COVER TYPE RESIST. BUILT IN COMP. OF 64mm INTO EXTRUDED BRICK OR HOLLOW CONCRETE
SECTIONS WITH 500 LAPS TO EACH LEG
2. CONSTRUCTION JOINTS SHALL BE PROPERLY FORMED AND BLOCK, USING THE MANUFACTURER'S LEEVES/SIEVES AND
BELOW DPC 15 30 M4 EXPOSED R4
7. REINFORCEMENT LAPS SHALL BE AS FOLLOWS:- USED ONLY WHERE SHOWN OR SPECIFICALLY APPROVED RAMSET CHEMSET INJECTION 101.
BY THE ENGINEER. EXTERNAL
12mm 500 mm
ABOVE DPC 15 30 M3 EXPOSED R3 5. ALL ANCHORS ARE TO BE FIXED IN ACCORDANCE
16mm 700 mm 3. DO NOT SCALE STRUCTURAL DRAWINGS TO OBTAIN WITH THE MANUFACTURER'S WRITTEN
INTERNAL
20mm 900 mm DIMENSIONS. ABOVE DPC 15 15 M3 PROTECTED R3
RECOMMENDATIONS.
24mm 1000 mm
28mm 1200 mm 4. REFER ARCHITECT FOR SETOUT DIMENSIONS. 6. REINFORCEMENT BARS FIXED INTO CONCRETE USING
32mm 1400 mm 2. MORTAR SHALL COMFORM TO THE REQUIREMENTS OF RAMSET CHEMSET REO 502 EPOXY ARE TO HAVE THE
5. MAXIMUM AGGREGATE SIZE SHALL BE 20 mm AS3700. FOLLOWING MINIMUM EMBEDMENTS:
FOR ALL OTHER REINFORCEMENT SIZES REFER TO
ENGINEER 6. THE SLUMP OF THE CONCRETE SHALL BE 80 mm PLUS OR 3. GROUT SHALL BE CONCRETE WITH CHARACTERISTIC N12 (500 MPa) BARS - 110mm EMBEDMENT U.N.O.
MINUS 10 mm STRENGTH AT 28 DAYS (F'C) OF 25 MPA AND A SLUMP OF 250 MM N16 (500 MPa) BARS - 125mm EMBEDMENT U.N.O.
8. BAR CHAIRS SHALL BE PROVIDED AT SPACING IN WITH A POURABLE CONSISTENCY. N20 (500 MPa) BARS - 175mm EMBEDMENT U.N.O.
ACCORDANCE WITH THE RELEVANT STANDARD 5. MINIMUM CONCRETE STRENGTHS IN ACCORDANCE WITH N24 (500 MPa) BARS - 400mm EMBEDMENT U.N.O.
AS3600 TO SUIT APPROPRIATE CONCRETE EXPOSURE 4. MAXIMUM AGGREGATE SIZE SHALL BE 6 MM.
9. CURING ON CONCRETE SHALL BE CARRIED OUT IN CLASSIFICATION N GRADE BAR DIAMETERS GREATER THAN THE ABOVE ARE
ACCORDANCE WITH AS3600 5. CONTRACTOR SHALL ACCURATELY POSITION VERTICAL TO BE REFERRED TO THE STRUCTURAL ENGINEER FOR
6. ALL CONCRETE SHALL BE VIBRATED. REINFORCEMENT TO PROVIDE THE COVER INDICATED ON ASSESSMENT.
10 ALL CONCRETE SHALL BE MECHANICALLY VIBRATED IN THE DRAWINGS, OTHERWISE THERE SHALL BE A MINIMUM
PLACE. 7. ALL CONCRETE SHALL BE CURED IN ACCORDANCE WITH OF 5 MM COVER OF GROUT AROUND ALL REINFORCEMENT. MINIMUM EDGE DISTANCE FOR ALL EPOXY BARS TO BE
AS3600 150mm.
6. SECURE VERTICAL BARS IN POSITION PRIOR TO PLACING
REINFORCEMENT 8. ALL CONCRETE SHALL BE SAMPLED AND TESTED IN CONCRETE OR GROUT.
ACCORDANCE WITH AS3600 AND AS1379.
1. REINFORCEMENT IS TO BE IN ACCORDANCE WITH THE 7. ALL CONCRETE BLOCKS SHALL BE LAID WITH FACE SHELL
AS/NZS4671 AND TO BE FIXED AS SHOWN ON THE DRAWINGS. BEDDING REBATED FLUSH ENDED BLOCKS SHALL BE LAID
11 THE CONTRACTOR IS TO NOTIFY THE STRUCTURAL
ENGINEER IN WRITING OF ANY ADMIXTURES TO BE USED IN WITH ALTERNATE COURSES INVERTED TO PROVIDE
2. REINFORCEMENT GRADES ARE INDICATED BY THE COVER TO HORIZONTAL REINFORCEMENT WHICH SHALL BE
THE CONCRETE MIX.
FOLLOWING SYMBOLS: SUPPORTED 20 MM CLEAR OF WEBS. NO MORTAR FINS SHALL
N- HOT ROLLED RIBBED REBAR (500 MPa) PROTUDE INTO THE GROUT SPACE.
NO ADMIXTURES SHALL BE USED WITHOUT WRITTEN
R- HOT ROLLED PLAIN ROUND (250 MPa)
APPROVAL BY THE STRUCTURAL ENGINEER.
SL - SQUARE MESH 8. CLEAROUTS SHALL BE PROVIDED FOR EACH POUR BY USE
RL - RECTANGULAR MESH OF PROPRIETARY CLEAN OUT BLOCKS OR UNFILLED
12. UNLESS NOTED OTHERWISE ALL FORMED EDGES AND
TM - TRENCH MESH CORNERS OF CONCRETE MEMBERS SHALL HAVE 20mm MORTAR JOINTS AT THE BOTTOM OF EACH SECTION TO BE
CHAMFERS. GROUTED. DURING THE WORK, MORTAR FINS AND ANY OTHER
THE BAR SIZE IS INDICATED BY A NUMBER AFTER THE MATERIAL SHALL BE REMOVED FROM THE GROUT SPACE. THE
ABOVE SYMBOL, WHICH INDICATES THE BAR DIAMETER IN CLEAROUT SHALL BE SEALED AFTER INSPECTION AND
13. DRIP GROOVES ARE TO BE PROVIDED AT ALL EXPOSED
MILLIMETRES. BEFORE GROUTING.
EDGES. COVER TO REINFORCEMENT TO BE MAINTAINED.
3. COVER TO BE MAINTAINED DURING POURING BY USE OF 9. BLOCKWORK SHALL CURE AT LEAST THREE DAYS TO GAIN
14. REINFORCEMENT IS REPRESENTED DIAGRAMMATICALLY
PLASTIC TIPPED METAL CHAIRS, PLASTIC CHAIRS AND/OR STRENGTH BEFORE POURING GROUT.
AND NOT NECESSARILY SHOWN IN TRUE PROJECTION.
MORTAR BLOCKS.
15. SIZES OF CONCRETE ELEMENTS DO NOT INCLUDE 10. GROUT SHALL BE PLACED BY PUMPING OR BY ANOTHER
4. COVER SHALL BE AS SPECIFIED ELSEWHERE . CHAIRING APPROVED METHOD AND SHALL BE PLACED BEFORE ANY
THICKNESS OF APPLIED FINISHES. FALLS TO UPPER
SHALL BE SPACED SUCH THAT THE FOLLOWING TOLERANCES SURFACES OF SLABS TO BE IN ADDITION TO SLAB THICKNESS. INITIAL SET OCCURS AND IN NO CASE MORE THAN 1-1/2 HOURS
ARE ACHIEVED DURING AFTER WATER IS ADDED.
CONCRETE POUR : 16. BEAM DEPTHS ARE WRITTEN FIRST AND INCLUDE SLAB
THICKNESS. 11. GROUTING SHALL BE DONE IN A CONTINUOUS POUR IN
ABOVE GROUND - +10 mm/-5 mm LIFTS NOT EXCEEDING 1800 MM.
BELOW GROUND - +40 mm/-20 mm 17. CAMBER -UNLESS NOTED OTHERWISE ON DRAWINGS,
SLABS SHALL BE GIVEN A POSITIVE UPWARD CAMBER AT 12. AFTER A WAITING PERIOD SUFFICIENT TO PERMIT THE
5. UNLESS NOTE D OTHERWISE SPLICES IN REINFORCEMENT MIDSPAN 0F 3MM PER 1000mm SPAN. METHOD OF CAMBERING IS GROUT TO BECOME PLASTIC BUT BEFORE IT HAS TAKEN ANY
SHALL BE MADE ONLY IN THE POSITION SHOWN. WRITTEN TO BE AGREED WITH THE ENGINEER. BEAMS SHALL BE SET, THE SUCCEEDING LIFT SHALL BE POURED AND
APPROVAL BY THE STRUCTURAL ENGINEER SHALL BE CAMBERED AS SHOWN ON DRAWINGS (NEGATIVE CAMBER IS VIBRATED WITH THE VIBRATOR EXTENDING 450 mm INTO THE
OBTAINED FOR ANY OTHER SPLICES. NOT ALLOWED). PRECEDING LIFT.
6. WELDING OF REINFORCEMENT WILL BE PERMITTED 18. CALCIUM CHLORIDE IS NOT PERMITTED TO BE USED. 13. THE TOP LIFT SHALL BE RECONSOLIDATED AFTER A
ONLY AFTER APPROVAL BY THE STRUCTURAL ENGINEER. WAITING PERIOD AND ANY SPACE LEFT BY SHRINKAGE SHALL
19 EXACT SIZE AND LOCATION OF PENETRATIONS ARE TO BE BE REFILLED WITH GROUT.
7. REINFORCEMENT SHALL BE BENT COLD IN ACCORDANCE
Page 4
PROPOSED 1m HIGH BOUNDARY RETAINING WALL
LINDSAY CONSULTING PTY
LTD
GARDEN
PROPOSED 0.8m HIGH BOUNDARY RETAINING WALL
UNIT 1
POOL
PAD HEIGHT 2.425
FFL 2.750
POOL
UNIT 2
GARDEN
PROPOSED 1m HIGH BOUNDARY RETAINING WALL
EARTHWORKS QUANTITIES - FOR DRIVEWAY & MAIN RESIDENCE
INDICATES FILL
TOPSOIL STRIP: 0m
EARTHWORKS CUT: 0m
FILL REQUIRED: 700m
EXPORT: 0m
NOTES:
1. ALL VOLUMES INDICATED ARE SOLID VOLUMES.
2. ASSUMED NO STRIPPING REQUIRED.
3. EARTHWORKS QUANTITIES BASED ON COMPARISON BETWEEN
EARTHWORKS/ BOXING LEVELS AND NATURAL SURFACE.
4. CUT IS TO TOP OF SUBGRADE
Page 5
s
8
&
3 EROSION AND SEDIMENT CONTROL NOTES
* The following notes and details provide information on the controls and
procedures that are to be implemented as part of the Erosion and Sediment
Control Plan (E&SCP). These measures are considered sufficient to ensure the
erosion and sediment control standard will be met, given the site
characteristics, proposed development and control measures.
r PTY
CONSTRUCTION MANAGEMENT PLAN LINDSAY CONSULTING {1
OBJECIRCUITIVE/TARGET
To ensure that: CA ween oe
mwater quality leaving the eptable standards.
jon and sedimentation during nis minimised THIS DRAWING REMAINS/HE PROPERTY OF
Os The above objectives are to be achieved by complying with the following regulations and LINDSAY CONSULTING PTY LTD AND IS FOR
PROPOSED 1m HIGH BOUNDARY RETAINING WALL SS guidelines: THE SOLE USE OF THE CLIENT. NO PART
s * Maroochy Plan 2000 MAY BE USED IN PART OR WHOLE WITHOUT
* EPA 1994 and relevant polices. . PRIOR EXPRESS WRITTEN CONSENT OF
_ + Institution of Engineers Sediment and Erosion Control Guidelines LINDSAY CONSULTING PTY LTD
x © * 4 * Sunshine Coast Regional Council’s Local Law 19 (Maroochy Area) 'Protection of Vegetation’.
¢ 2. Ls MANAGEMENT. STRATEGY CLIENT AND PROJECT DESCRIPTION
3 S /s, The Site Foreman will be responsible for: GJ GARDNER NOOSA
g Identifying and checking stormwater land flows.
S + Provide barriers and other measures to prevent stormwater flows over embankments PROPOSED RESIDENCE
= and sediments into existing gully pits.
GB
L 14> TASKS/ACIRCUITION PRE-CONSTRUCIRCUITIO NO.217 WEYBA ROAD
g construction activities begin, the following measures need to be implemented to NOOSAVILLE
Zz minimize disturbance and adverse water quality impacts.
3 + Sediment fences are to be constructed at the top of embankments and at the base
3 de of fill embankments
” <, =. Diversion banks to be created at the upstream boundary of construction c
< PES, ensure upstream runoff is. dive to be exposed. C
x ‘ P00. a at the downstream boundary o} should also_ be DRAWING TITLE
UNIT 2 3 . a (wherever possible) to ensure any s f contained and directed
eo D toward treatment areas and not permitted to flow downstream undisturbed areas
2S & Diversion banks should be constructed approximately along contours to minimize scour OPERATIONAL WORKS
Az | glong the drains. EROSION & SEDIMENT
¢ <, al" 2% + Silt fences and sand bags will be placed along catch drains to slow flow, reduce
4% 2 si] £3 scour, minimize sediment from runo‘. CONTROL PLAN
2 © * e + Strategically place check dams around gully pits.
. + Designation of areas for plant and material storage.
yo + Designation and marking of transport routes across undisturbed portions of the site SCALES
tos to minimize unnet sary vegetation disturba
PROPOSED {m HIGHQOUNDARY RETANING WAL Education of site personnel to the sediment ard erosion control measures implemented
A :
- TASKS/ACIRCUITIONS DURING CONSTRUCTION
Measures to mitigate water quality impacts during construction
Construction activities be confined within the necessary construction area(s)
Installation of silt fe downstream of disturbed areas. Silt fences should be locat
continuously along contours and should treat areas less than 0.6 Ha. per 100m of
silt fence
tion and maintenance sediment basins and other erosion
s. Chec d material
fence is 50% full id be performed
tely.
+ Retain site vegetation where possible and suitable.
: > revegetation of cut and fill areas and fill batters SURVEY DATUM
. and retention of vegetation and topsoil for final site rehabilitation and
works,
n and landscaping of remaining exposed areas > topsc :
from initial site Cc
is suitably established.
‘aping is required species to be used should preferably be native and endemic
to the area ASSOCIATED CONSULTANTS
Removal/management of weeds:
REVISION LIST
A ORIGINAL ISSUE 20/06/24
ZONE B: — ers INLET PROTECTION - REFER DETAILS ON OTHER PLANS B
C
ZONE C:— RuBLE STRIP - REFER DETAILS ON OTHER PLANS
ZONE D:— Road VERGE TO BE KEPT CLEAN AND FREE FROM SILT OR
DEBRIS. BUILDER TO CLEAN DAILY OR AS REQUIRED TO ENSURE
COMPLIANCE, AREA REINSTATED UPON COMPLETION
ZONE E:— stREeT SWEPT REGULARLY OR AS REQUIRED TO ENSURE ANY F R 0 S | 0 N & S F D | M F N T CO N T R OL p [ A N owe
SILT LOSS IS COLLECTED BEFORE ENTERING STORMWATER SYSTEM ——_ ==
WASHING OF ROAD IS STRICTLY PROHIBITED NOT TO SCALE 24-0045-C5 5A
Page 6
OPEN CONCRETE BLOCKS
GRAVEL FILTER
NaN OVERLAP 4.0m MIN.
ONTO KEf
RUNOFF
600mm (xoM) GAP
BETWEEN SAND BAGS
ACT AS SPILLWAY
THREE LAYERS OF.
SANDBAGS WITH ENDS.
OVERLAPPED.
DOWN STREAM GULLY PROTECTION DETAILS
NOT TO SCALE
BURY THE TOP OF THE PLASTIC
IN TRENCH MIN 300mm DEEP.
STAPLE AT 150mm CENTRES.
COMPACT SOIL OVER BLANKET
CENTRELINE SECTION AT POINTS "A
FILL TRENCH WITH SOIL
AND COMPACT
OVERLAP—BURY UPPER END OF
LOWER BLANKET AS IN “A”. OVERLAP.
END OF TOP BLANKET 300mm AND
STAPLE AT 150 CRS.
STAPLES: 8 GAUGE
(4mm) WIRE
CENTRELINE SECTION AT POINTS "B”
Peng
STAPLE BLANKETS
AT GRID OF
1m CENTRES
STAPLE OUTSIDE EDGES
o AT 300mm CRS.
CLEAN/DIRTY DIVERSION DRAINS
DIVERSION DRAIN CONSTRUCTION NOTES
4.
5.
1, REMOVE ANY ROCKS, CLODS, STICKS OR GRASS FROM THE SURFACE BEFORE LAYING PLASTIC.
2.
3. ENSURE PLASTIC WILL BE CONTINUOUSLY IN CONTACT WITH THE SOIL BY GRADING THE SURFACE,
ENSURE THAT TOPSOIL IS AT LEAST 75mm DEEP.
CAREFULLY FIRST.
LAY FABRIC IN "SHINGLE FASHION”, WITH THE END OF EACH UPSTREAM ROLL OVERLAPPING THOSE
DOWNSTREAM. ENSURE EACH ROLL IS ANCHORED PROPERLY AT ITS UPSLOPE END.
ENSURE FULL WIDTH OF FLOW CHANNEL IS COVERED BY THE PLASTIC.
Unbound pavement material (gravel) to Grading
B, Table 9 of QT Specification MRS11.05,
exclude material finer than sieve 2.36mm
GEOFABRIC FABRIC, BIDIM A34
OR SIMILAR
e
RUNOFF TO BE DIRECTED TO A SEDIMENT TRAP,
REFER STANDARD DRAWING D-0041
SEDIMENT AND EROSION
CONTROL DETAILS
ALL EROSION AND SEDIMENT IN ACCORDANCE WITH IN ACCORDANCE WITH
WITH MAROON BOOK MANUAL FOR EROSION AND SEDIMENT CONTROL
UNDISTURBED AREA
SPB poe snes Coy
RUNOFF WATER DROP INLET y V \ y
WITH SEDIMENT
1. Ada DISTURBED
. 4 tea GEOTEXTILE. —# NV DIRECTION OF’ FLO
BURIED FABRIC “| Water FILTER FABRIC
GEOTEXTILE INLET FILTER
GEOTEXTILE INLET FILTER CONSTRUCTION NOTES
1. FABRICATE A SEDIMENT BARRIER FROM GEOTEXTILE.
2. FOLLOW DETAIL FOR SEDIMENT FENCE FOR GEOFABRIC
INSTALLATION. REDUCE PICKET SPACINGS TO 1m CENTRES.
3. DO NOT COVER THE INLET WITH GEOTEXTILE UNLESS THE
DESIGN IS ADEQUATE TO ALLOW FOR ALL WATERS TO.
BYPASS IT.
Berm (300mm MIN height)
Geotextile fabric, —7
Bidum U34 or similar
GEOTEXTILE FILTER FABRIC
STAKES DRIVEN INTO GROUND —__
&
Qe
HOLD IN PLACE
WITH SAND BAGS
GEOTEXTILE FILTER SOCK
FILLED WITH 25MM GRAVEL
KERB INLET PIT SEDIMENT BARRIER
1.5m TIMBER STAKES
AT MAX 2.5m CENTRES
SELF—SUPPORTING
GEOTEXTILE
a
500mm TO 600mm
DIRECTION OF
FLOW
=
600mm MIN
Runoff from pad directed to sediment trap
TEMPORARY CONSTRUCTION ENTRY/EXIT SEDIMENT TRAP
Not to Scale
CATTLE GRID 3.0m NOM WIDTH
SET 300mm ABOVE GROUND
CONSTRUCTION SITE
1
2.
TEMPORARY ENTRY/EXIT 3
TEMPORARY ENTRY/EXIT CONSTRUCTION NOTES 4
STRIP THE TOPSOIL, LEVEL THE SITE AND COMPACT THE SUBGRADE. 5
1.
2.
3.
4,
5.
COVER THE AREA WITH NEEDLE—-PUNCHED GEOTEXTILE.
CONSTRUCTION A 200mm THICK PAD OVER THE GEOTEXTILE USING ROAD BASE OR 30mm.
ENSURE THE STRUCTURE IS AT LEAST 15m LONG OR TO BUILDING ALIGNMENT AND AT
LEAST 3m_ WIDE.
WHERE SEDIMENT FENCE JOINS ONTO THE STABILISED ACCESS, CONSTRUCTION A HUMP OR
GRATE IN THE STABILISED ACCESS TO DIVERT WATER TO THE SEDIMENT FENCE.
ON SOIL, 150mm x 100mm
TRENCH WITH COMPACTED
BACKFILL AND ON ROCK, SET
INTO SURFACE CONCRETE
SECTION DETAIL
KERB INLET PIT SEDIMENT BARRIER
CONSTRUCTION NOTES
FABRICATE A SLEEVE FROM GEOTEXTILE OR WIRE MESH
LONGER THAN THE LENGTH OF THE INLET PIT AND FILL
WITH 25mm TO SOmm GRAVEL.
FORM AN ELLIPTICAL CROSS—SECIRCUITION APPROX.
HIGH, 400mm WIDE.
PLACE THE FILTER AT OPENING LEAVING AT LEAST
100mm BETWEEN KERB INLET AND SLEEVE. MAINTAIN
OPENING WITH SPACER BLOCKS.
FORM A SEAL WITH KERB TO PREVENT SEDIMENT
BYPASS.
SANDBAGS FILLED WITH GRAVEL CAN SUBSTITUTE FOR
THE MESH OR GEOTEXTILE PROVIDED THEY ARE PLACED
SO THAT THEY FIRMLY ABUT EACH OTHER AND.
SEDIMENT LADEN WATERS CANNOT PASS BETWEEN
150mm
VV Vv
1.5m TIMBER STAKES
AT MAX 2.5m CENTRES
SEDIMENT FENCE
e
‘SEDIMENT
NOTE: POINTS @ AT SAME
ELEVATION
SEDIMENT FENCES
Sediment Fence installed across the contour,
~ uncontoured concentration of flow should be avoided
NOT TO REGULAR SCALE
;SEDIMENT FENCE CONSTRUCTION NOTES
1. CONSTRUCTION SEDIMENT FENCES AS CLOSE AS
POSSIBLE TO BEING PARALLEL TO THE CONTOURS OF THE
SITE, BUT WITH SMALL RETURNS. THE CATCHMENT AREA.
SHOULD BE SMALL ENOUGH TO LIMIT WATER FLOW IF
CONCENTRATED AT ONE POINT.
2. CUT A 150—-mm DEEP TRENCH ALONG THE UPSLOPE
LINE OF THE FENCE FOR THE BOTTOM OF THE FABRIC TO
BE ENTRENCHED.
3. DRIVE TIMBER STAKES INTO GROUND AT 2.5m
INTERVALS (MAX) AT THE DOWNSLOPE EDGE OF THE TRENCH.
4. — FIX SELF—SUPPORTING GEOTEXTILE TO THE UPSLOPE
SIDE OF THE POSTS ENSURING IT GOES TO THE BASE OF
THE TRENCH. FIX THE GEOTEXTILE WITH WIRE RECOMMENDED
BY THE MANUFACTURER. THE USE OF SHADE CLOTH FOR
THIS PURPOSE IS NOT SATISFACTORY.
5. JOIN SECTIONS OF THE FABRIC AT A SUPPORT POST
WITH A 150mm _ OVERLAP.
6. BACKFILL THE TRENCH OVER THE BASE OF THE FABRIC
AND COMPACT IT THOROUGHLY OVER THE GEOTEXTILE.
PIY
LINDSAY CONSULTING 2
CLI
REO 4928.
OFF. 2¢/82 PARKER ATREET, MAROOGAYDDRE PH
THIS DRAWING REMAINS HE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
GJ GARDNER NOOSA
PROPOSED RESIDENCE
NO.217 WEYBA ROAD
NOOSAVILLE
DRAWING TITLE
SEDIMENT & EROSION
DETAILS
SCALES
SURVEY DATUM
ASSOCIATED CONSULTANTS
REVISION LIST
A
ORIGINAL ISSUE 20/06/24
B
C
fomputer File
2400450W.DWG
DRAWING NUMBER SHEET] REV.
24-0045-C6 6A
Page 7
GRATE TO BE GEOFABRIC
WRAPPED.
ROLL OF NETTING FILLED
WITH 50 TO 70mm GRAVEL.
KERB INLET PROTECTION
NTS
Ove TRAPPED SEDIMENT
y aR Roy / TURF STRIPS
TURF FLARES TO
RESTRICT SCOURING
ALONG TURF eee™.
RI
RZ
~,
A
A
ISS
TURF STRIP
BEHIND KERB
Ys
yD
VY,
SSNs
LS
x
x
x
y
y
mY
A
road surface
GRASSED FILTER STRIPS
NOT TO REGULAR SCALE
STORMWATER TREATMENT DETAILS
SEDIMENT FLOCCULATION
SEDIMENT AND EROSION
CONTROL DETAILS
EARTH BUND CONSTRUCTION NOTES.
. BUILD WITH GRADIENTS BETWEEN 1 PERCENT AND 5 PERCENT.
. AVOID REMOVING TREES AND SHRUBS IF POSSIBLE — WORK AROUND THEM.
ENSURE THE STRUCTURES ARE FREE OF PROJECTIONS OR OTHER IRREGULARITIES THAT COULD IMPEDE
WATER FLOW.
BUILD THE DRAINS WITH CIRCULAR, PARABOLIC OR TRAPEZOIDAL CROSS SECTIONS, NOT V SHAPED.
ENSURE THE BANKS ARE PROPERLY COMPACTED TO PREVENT FAILURE.
COMPLETE PERMANENT OR TEMPORARY STABILISATION WITHIN 10 DAYS OF CONSTRUCTION.
ano
one
a,
BATTER GRADE
v
CHANNEL STABILISATION UNDISTURBED
AREA
AS REQUIRED
. GRADE 0.25% Ty I f
Max, GRADE 0.75%
MUST HAVE A STABILISED OUTLET.
MAYBE USED AS CONTOUR DRAINS
CAN BE CONSTRUCTED WITH
OR WITHOUT CHANNEL
GRADIENT OF DRAIN ALL BATTER GRADES
2(H):1(V) MAX.
DIRECTION
OF FLOW /
stom mi
150'mm min Ne
L Bwaak RAS
L____2 metres: min.
NOTE: ONLY TO BE USED AS TEMPORARY BANK
WHERE MAXIMUM UPSLOPE LENGTH IS 80 METRES.
EARTH BUND CUT OFF DRAIN
The job of a flocculent is to effectively break down the dominance of the clay particles that contain a residual negative eleCIRCUITro—magnetic charge and thus allowing individual particles
fo be drawn together and settle under gravily.
METHOD OF APPLICATION
Large sediment basins such as the one this site, require that the gypsum is mixed into a slurry with water and then sprayed over the surface of the turbid water in the sediment
basin. It is essential that the gypsum is spread evenly over the entire surface for efficient treatment of the turbid water.
Generally the gypsum should be applied at a rate of about 32 kgm per 100 cubic metres of detained turbid water, as per the adjacent table. The above dosing rate for the site
should be calibrated after the first two storm events to assess the actual flocculent application rate and settling time required for the site.
The final application rate should be sufficiently high to permit adequate sediment sediment flocculation (less than 50 NTU) and basin dewatering within two days (48 hours) from the
conclusion of each storm event, whilst maintaining other required water quality criteria such as pH (6.5 — 8.5) and dissolved oxygen (>80%).
METHOD OF TESTING THE STORMWATER
The stormwater detained in the sediment basin will be tested at a suitable location that will be decided upon at the site. The sample should be taken at a location that has adequate
access so no sediment is resuspended while the testing is being conducted.
The stormwater detained in the sediment basin will be tested with the TPS 90-FLT water quality logger. The TPS 90—FLT unit samples and records the dissolved oxygen, conductivity,
pH, turbidity and temperature of the stormwater. For further details and specifications on the TPS 90-FLT please refer to Appendix B.
If the TPS 90-FLT unit is not present a practical field test that approximates the required 50 NTU level is fo fill a clear plastic or glass 65mm diameter soft drink bottle with the
water and then hold it up to the light. If seeing clearly through the sample is not possible, then the sample is probably above the 50 NTU level.
METHOD OF DEWATERING
The sediment basin can be dewatered as soon as the water quality criteria met (refer table below). A pump is fo be used to decant the basin with a floating inlet to prevent the
settled sediments from being removed from the basin. The pumping must cease prior to the settled sediments being drawn into the intake pipe, it is essential that materials from
the sediment layer are not discharged in the pumping process.
STORMWATER DISCHARGE QUALITY CRITERIA
ACCEPTABLE TSS ACCEPTABLE PH DISSOLVED 0,
50mg/L 6.5 — 85 > 80%
SEDIMENT BASIN FLOCCULENT APPLICATION
AGENT INDICATIVE DOSAGE COMMENTS
PRECAUTIONS & CONSTRAINTS
MIN. REQD. ON SITE
GYPSUM 32kg/100cub.m
SALINITY
LITTLE PH CHANGE, SLIGHT INCREASE IN | NEEDS TO BE SPREAD EVENLY ACROSS POND. | 260 kgm
CAN CAUSE SCUM DEPOSITS IN EQUIPMENT.
NOTE: NOTIFY ENGINEER TO CONFIRM DOSAGES & APPLICATION PRIOR TO USE.
TRAPPED SEDIMENT
TURF STRIPS
OVERLAND Flow
RAS fo
. 7
KU
YY
LS
DOD
RRA
TYPICAL GRASS FILTER STRIP DETAIL
N.T.S,
SURFACE ROUGHENING
SPILLWAY
150 MM MIN. 459 MM MIN.
+
DAM TO BE SPECIFIED ON SWMP/ESCP.
ROCK CHECK DAM
ROCK CHECK DAM CONSTRUCTION NOTES.
1, CHECK DAMS CAN BE BUILT WITH VARIOUS MATERIALS, INCLUDING ROCKS, LOGS, SANDBAGS AND STRAW BALES. THE
MAINTENANCE PROGRAM SHOULD ENSURE THEIR INTEGRITY IS RETAINED, ESPECIALLY WHERE CONSTRUCTED WITH STRAW
BALES. IN THE CASE OF BALES, THIS MIGHT REQUIRE THEIR REPLACEMENT EVERY TWO TO FOUR MONTHS.
2. TRENCH THE CHECK DAM 200 MM INTO THE GROUND ACROSS ITS WHOLE WIDTH. WHERE ROCK IS USED, FILL THE
TRENCHES TO AT LEAST 100 MM ABOVE THE GROUND SURFACE TO REDUCE THE RISK OF UNDERCUTTING.
3. NORMALLY, THEIR MAXIMUM HEIGHT SHOULD NOT EXCEED 600 MM ABOVE THE GULLY FLOOR. THE CENTRE SHOULD
ACTING AS A SPILLWAY, BEING AT LEAST 150 MM LOWER THAN THE OUTER EDGES.
4. SPACE THE DAMS SO THE TOE OF THE UPSTREAM DAM IS LEVEL WITH THE SPILLWAY OF THE NEXT DOWNSTREAM
DAM
STABILISE STOCKPILE
SURFACE
EARTH BANK ww
SEDIMENT FENCE
TOPSOIL STOCKPILE
TOPSOIL STOCKPILE CONSTRUCTION NOTES
. PLACE STOCKPILES MORE THAN 2 (PREFERABLY 5) METRES FROM EXISTING VEGETATION, CONCENTRATED.
WATER FLOW, ROADS AND HAZARD AREAS.
CONSTRUCTION ON THE CONTOUR AS LOW, FLAT, ELONGATED MOUNDS.
WHERE THERE IS SUFFICIENT AREA, TOPSOIL STOCKPILES SHALL BE LESS THAN 2 METRES IN HEIGHT.
. WHERE THEY ARE TO BE IN PLACE FOR MORE THAN 10 DAYS, STABILISE FOLLOWING THE APPROVED
ESCP OR SWMP TO REDUCE THE C-FACIRCUITOR TO LESS THAN 0.10.
. CONSTRUCTION EARTH BANKS (STANDARD DRAWING 5-5) ON THE UPSLOPE SIDE TO DIVERT WATER AROUND.
STOCKPILES AND SEDIMENT FENCES (STANDARD DRAWING 6-8) 1 TO 2 METRES DOWNSLOPE.
RUN o
a
ROCK TRENCHED 200 MM INTO GROUND
SPACING OF CHECK DAMS ALONG CENTRELINE
AND SCOUR PROTECTION BELOW EACH CHECK
LINDSAY CONSULTING 2
CLI
RPE 4928.
OFF. 26/82 PARKER ATREET, MARODQAYDORE PH 54 792 118
THIS DRAWING REMAINS HE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
GJ GARDNER NOOSA
PROPOSED RESIDENCE
NO.217 WEYBA ROAD
NOOSAVILLE
DRAWING TITLE
SEDIMENT & EROSION
DETAILS
SCALES
SURVEY DATUM
ASSOCIATED CONSULTANTS
REVISION LIST
‘A [ORIGINAL ISSUE 20/06/24
B
C
‘omputer File
2400450W.DWG
DRAWING NUMBER SHEET] REV.
24-0045-C7 7\A
Page 8
LINDSAY CONSULTING PTY
LTD
PROPOSED 1m HIGH BOUNDARY RETAINING WALL
GARDEN
PROPOSED 0.8m HIGH BOUNDARY RETAINING WALL
UNIT 1
POOL
150sqm
Driveway
Catchment
385sqm
Roof
Catchment
POOL
UNIT 2
FFL 2.750
GARDEN
PROPOSED 1m HIGH BOUNDARY RETAINING WALL
EXTERNAL IMPERVIOUS
AREAS - 80sqm
ALL PIPES TO BE uPVC CLASS SN10 AS1260 MIN
STORMWATER CALCULATIONS
STORMWATER CALCULATIONS
SITE AREA - 810sqm
TOTAL CATCHMENT AREA - 615 sqm
FLOW PATH LENGTH - 40 m
METAL SHEET ROOF
SURFACE RUNOFF COEFFICIENT - 0.013
SLOPE - 3% MIN
CALCULATED TRAVEL TIME - 5 MIN - QUDM TABLE 4.6.3
CRITICAL TIME OF CONCENTRATION - 5 minutes
I20 -259.0 mm/hr (Intensity for 20 year 5 minute Storm)
UNDEVELOPED SITE FRACTION IMPERVIOUS - 0.50
DEVELOPED SITE FRACTION IMPERVIOUS - 0.75
I10 - 74.5 mm/hr
C10 - 0.85 - QUDM TABLE 4.5.3
F20 - 1.15 - QUDM TABLE 4.5.2
Cy - 0.978 - C10 * F20
TOTAL FLOW RATE - 0.045 cbm/sec - (Area * I20 * Cy) = 45 Litres / Second
Page 9
DRIVEWAY CONSTRUCTION
INCLUDING CROSS OVER AND .65
0
2.6
PROFILE IN ACCORDANCE WITH L2 PROPOSED 1m HIGH BOUNDARY RETAINING WALL
RL
R
RS-049 & RS050
External concrete by builder LINDSAY CONSULTING PTY
LTD
SC
SC SC
0
UNIT 1
2.6
Cut back existing footpath and
RL
marry into new driveway crossover
as per RS49 & RS50
2 .15
SC
Maintain 1 in 40 cross fall across RL FFL 2.750
pathway zone (1.1m wide) RL
5
1.5
1.8
5
RL
KJ KJ
SC
SC
KJ
SC SC
SC
KJ
Internal tapers required for 6m SC
wide driveway at kerb
KJ KJ
0
1.6
RL
1.8
RL
5
RL
Internal tapers required for 6m 2.1
FFL 2.750
SC
wide driveway at kerb 5
RL
UNIT 2
PATH
2.6
0
G FOOT
SC SC
EXISTIN
SC
RL
External concrete by builder
2.6
5
RL
PROPOSED 1m HIGH BOUNDARY RETAINING WALL
2.6
0
SC - Indicates Saw Cut
KJ - Indicates Key Joint
PROPOSED DRIVEWAY
Page 10
4.5mm or 6mm AC sheeting to remain
10mm wide filler with tear off strip
First concrete pour ve concrete pour
“Dowel bar to be rotated following completion of first
concrete pour, removed, lubricated, reinserted into
pierced hole and retracted 10mm to provide void at end
OD FOR CONTINUOUS POURING
PROGRESSIVE POUR DIRECTION =>
SUGGESTED EXPANSION JOINT METH
CONSTRUCTION NOTES AND METHODS
~~
"1
12
14
5
7
18.
20
21
2
Reference AS 016)
Do not add water to the ready mixed concrete delivered to site
Maximum slump 80-100mm.
Membrane layer must be lapped 200mm, do not tape overlap.
Bar chair spacing maximum 600mm, reduce this spacing for lighter mesh (eg. SL62)
Bedding sand: minimum depth 20mm; maximum depth 40mm; nominal depth 25mm
Coloured concrete - colour must be incorporated in the concrete mix (ie, full depth colour)
Re-entrant corner - 2/N12 x {000mm long trimmer bars to be placed
Kerbing concrete; consider individual methods for hot and cold weather. In hot weather, incorporate
ALIPHATIC ALCOHOL or similar approved evaporation retardant.
Main Joint Types
- Isolation Joint: Ableflex to separate new concrete pour from existing structure such
as walls or kerb
- Expansion Joint: Ableflex or similar approved by Superintendent
- Construction Joint: Separates concrete pours
- Control Joint: Either "Formed Joint” or "Weakened Plane Joint”. Mesh must not
extend through a control joint. Used to control dry shrinkage cracks
Joint Angles: - must be in range 75° to 90° to joint
Joint Sealants (where used) - must adhere to sides of joint faces only, must not extend above
sides of joint onto slab surface
Saw Cut Joints
- must be between 1/4 & 1/3 of concrete pavement depth
- must be cleared of any debris from the cutting method
- must be saw cut within 6 to 12 hours of finishing concrete pour where ambient
temperature exceeds 25°c
= must be saw cut within 6 to 18 hours of finishing concrete pour where ambient
temperature is 25°c or lower
Mechanical vibration is strongly recommended for concrete slabs greater than 100mm depth
Concrete Curing
- use plastic sheets as first preference, otherwise a curing compound as approved by
the Superintendent
= minimum three {
= minimum seve
} days curing period
days before any loading applied unless otherwise directed or
approved by the Superintendent
Dowell bars must be installed to be exactly 90° to the face of the joint to allow thermal expansion
and contraction movement
Dowel bars to be hot dip galvanised in highly corrosive environments
Jointing layout to be approved by Superintendent prior to construction commencing, Layout to avoid
acute angles in the concrete slab and to avoid mismatched joints
Coarse broom finish with smooth edging minimum 5mm wide around all edges between expansion
joints only if ordered by the Superintendent.
Concrete thickness to be confirmed on site by the Superintendent following inspection of subgrade
Superintendent to determine if compacted gravel subgrade required or if unsuitable subgrade
material to be removed and replaced
Changes in width or direction on any concrete work to be constructed by way of curved form work
not by “kinks” or “bends” in form work as approved by the Superintendent
MESH COVER
TOP 30mm
SIDES 40mm
“0mm for formed joint
CONTROL JOINT SIDE 50mm for weakened plane joint
DOWEL BAR SCHEDULE
SLAB THICKNESS DIAM LENGTH SPACING
100mm 12mm 300 400
425mm 6mm 350 300
150mm 20mm 400 300
150 - 200mm 24mm 400 300
pour
{
\
Removable, slotted formwork for vertical release
and removal to enable subsequent concrete
Reinforcing 50450) Saw cut, insert or tooled joint
fabric r No sealeant required at top of joint
f, |
Joint depth
VARIES
‘Optional dowel for load transfer may
be added across the joint. Refer
dowel bar schedule for details
200u.m. moisture barrier dt
ordered by the Superintendent.
Linduced crack
SAW CUT JOINT
(CONTROL JOINT)
(Maximum spacing 4m)
Plain dowel bars, sawcut, free from burrs3
Sealant
25mm
Reinforcing— Sealant and filler types to be
fabric approved by Superintendent
mesh + oT
{ ¥ ¥ ¥ 7 ¥ = ) 4_P for
200um. moisture barrier it
ordered by the Superintendent
L2 2
L/2 + 30mm
Bond break d may be replaced Bond breaking | / \
ond breaking compound may be replacelk——$" Ps roand | | \
with a purpose made dowel sleeve. | 7 os}
EXPANSION JOINT
(Maximum spacing 12m)
\“tr watertight endcap.
3-N12 2.0m Long Reo
Stormwater Pit as specified (typical)
Omit trimmer bars where
joint intersection occurs -
typical
STORMWATER PIT REO DETAIL
(For all Pits)
PVC tube {tight fit to dowel)
Abutting structures
[Height to allow clearance to weep
or other pavement holes, flashings, damp proof
rs course or termite barriers etc
e|® Reinforcing
BS fabric V7.
5
Sealant to prevent
VARIES ingress of detritus
10mm thick compressible filler
material full depth of pavement
200u.m, moisture barrier if
ordered by the Superintendent.
ISOLATION JOINT
Reinforcing 401 140 |_—Optional cover strip. No
fabric | sealant required at top of
b, +
qf
VARIES
\
\-Proprietary pressed metal or formed
shear key joint to suit slab
thickness.
FORMED JOINT (WITH SHEAR KEY
(CONTROL JOINT)
(Maximum spacing] 100mm thick 2m / 150mm thick 4m)
200um, moisture barrier if
ordered by the Superintendent
Reinforcing Expansion Joint
fabric mesh /
/ ;-Plain dowel bars, sawcut,
free from burrs
200u.m. moisture barrier if /
ordered by the Superintendent
R10 ties @ 600 crs:
3F11TM
DRIVEWAY KEYWAYS
(Constructed where as directed by Site Superintendent)
(For driveways steeper than 13%)
LINDSAY CONSULTING 2
_ CAT tein ss
THIS DRAWING REMAINS HE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
GJ GARDNER NOOSA
PROPOSED RESIDENCE
NO.217 WEYBA ROAD
NOOSAVILLE
DRAWING TITLE
OPERATIONAL WORKS
DRIVEWAY DETAILS
SCALES
SURVEY DATUM
ASSOCIATED CONSULTANTS
REVISION LIST
A
ORIGINAL ISSUE 20/06/24
B
C
‘omputer Fle
2400450W.DWG
DRAWING NUMBER SHEET] REV.
24-0045-C10 10) A
Page 11
VERTICAL SIMULATION HAS BEEN
PERFORMED BY AUTOTURN PRO AND NO
CONFLICTS WERE TRIGGERED OVER THE LINDSAY CONSULTING PTY
LTD
LONG SECTION FOR A B99 VEHICLE
Boundary
Rollover
Existing
Footpath 1 in 10 1 in 8
Proposed Garage FFL 2.75
Kerb Invert
Existing Services. Location and depths to
be confirmed onsite prior to construction.
Builder to ensure adequate cover is
achieved
DATUM RL = 0.000
FINISHED SURFACE LEVEL
1.000
1.200
1.230
1.400
1.585
1.875
2.170
2.550
2.750
EXISTING SURFACE LEVEL
1.000
1.200
1.210
1.220
1.225
1.230
1.235
1.240
1.240
+0.020
+0.180
+0.360
+0.645
+0.935
+1.310
+1.510
CUT / FILL DEPTH
0.000
0.000
10.100
12.600
14.300
CONTROL LINE CHAINAGE
1.700
2.850
4.550
5.900
8.000
0
LONGITUDINAL SECTION 1
Page 12
LINDSAY CONSULTING PTY
LTD
FFL 2.750
UNIT 1
FFL 2.750
UNIT 2
* UNIT 2 IS A MIRROR
VERSION OF UNIT 1
PROPOSED SWEEP PATH
Page 13
LINDSAY CONSULTING PTY
LTD
UNIT 1
FFL 2.750
FFL 2.750
UNIT 2
* UNIT 2 IS A MIRROR
VERSION OF UNIT 1
PROPOSED SWEEP PATH