Original source · versioned page text
250314OPW-B Operational Works Drawings
PROPOSED SUBDIVISION OF 1 NO. LOT INTO 2 NO. LOTS
33 CRANK STREET, TEWANTIN LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
LTD
JOB NO. 250314
RPEQ 4928
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
THIS DRAWING REMAINS THE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
OPERATIONAL WORKS DRAWINGS
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
EAGLE SURVEYS
SCHEDULE OF DRAWINGS PROPOSED SUBDIVISION
33 CRANK STREET,
DWG DESCRIPTION TEWANTIN
C1 LOCALITY PLAN & SCHEDULE OF DRAWINGS
C2 GENERAL NOTES
DRAWING TITLE
C3 CIVIL WORKS AND STORMWATER MANAGEMENT PLAN COVER PAGE
C4 EROSION CONTROL DETAILS
C5 CONSTRUCTION MANAGEMENT
SCALES
SURVEY DATUM
.
ASSOCIATED CONSULTANTS
WARNING
THE CONTRACTOR SHALL CONFIRM THE
LOCATION OF ALL EXISTING SERVICES ON AND
EXTERIOR TO THE SITE INCLUDING WATER
MAINS, SEWER MAINS, GAS MAINS,
TELECOMMUNICATION CABLES, ELECTRICAL
CONDUITS, AND STORMWATER PIPES. ANY
DAMAGE TO EXISTING SERVICES SHALL BE
PROPOSED SITE REPAIRED AT THE CONTRACTORS EXPENSE
THE ENGINEER MUST BE NOTIFIED OF
LOCATION CHANGES PLANS. IF NOT, AS CONSTRUCTED
DRAWINGS WILL NOT BE ISSUED
Protect your
PERSONAL NOTE
INTERESTS. THE ENGINEER MUST BE NOTIFIED OF
CHANGES PLANS. IF NOT, AS CONSTRUCTED REVISION LIST
HEAD
EYES DRAWINGS WILL NOT BE ISSUED A ORIGINAL ISSUE 21/5/25
EARS A ORIGINAL ISSUE 21/5/25
BODY
HANDS
IT IS THE RESPONSIBILITY OF THE FOREMAN TO
LOCALITY PLAN FEET
CONTACT THE RELEVANT SERVICE AUTHORITIES TO
ASCERTAIN THE EXACT LOCATION OF SERVICES
PRIOR TO CONSTRUCTION
NOT TO SCALE
NOTE THAT SEPARATE APPROVAL OF PROPOSED
WORKS IS REQUIRED FROM AN INDEPENDANT
Computer File
APPROVED CONSULTANT IN ACCORDANCE WITH 250314OPW.DWG
UNITY WATER GUIDELINES
DRAWING NUMBER SHEET REV.
25-0314-C1 1 B
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Page 2
PROJECT NOTES (NOTE THAT ALL NOTES MAY NOT APPLY)
GENERAL CONTRACTORS SUBMISSIONS EARTHWORKS CONCRETE REINFORCEMENT
1. THESE ENGINEERING DRAWINGS HAVE BEEN PREPARED FROM 1. THE REINFORCEMENT, PRESTRESSING AND STRUCTURAL STEEL 8. WHERE ANY FILLING IS CARRIED OUT ON THE SITE AFTER 1. CONCRETE WORK SHALL BE IN ACCORDANCE WITH 1. REINFORCEMENT IS TO BE IN ACCORDANCE WITH THE
INFORMATION AVAILABLE AT THE TIME. AS THIS INFORMATION MATERIAL SUPPLIER MUST BE CERTIFIED BY ACRS (AUSTRALIAN THE COMPLETION OF THE SITE INVESTIGATION, THE AS3600-2018. AS/NZS4671 AND TO BEFIXED AS SHOWN ON THE DRAWINGS.
MAY BE THE SUBJECT OF CHANGE PRIOR TO OR DURING STANDARDS CERTIFICATION AND VERIFICATION OF FOLLOWING REQUIREMENTS SHALL BE FOLLOWED:
CONSTRUCTION, THE CONTRACTOR IS REQUESTED TO ADVISE 2. REINFORCING, PRESTRESSING AND STRUCTURAL STEELS) FOR 2. CONSTRUCTION JOINTS SHALL BE PROPERLY FORMED AND 2. REINFORCEMENNT GRADES ARE INDICATED BY THE FOLLOWING
THE ENGINEER WHERE DIFFERENCES OCCUR. THESE DRAWINGS THE SUPPLY OF REINFORCEMENT, PRESTRESSING STRUCTURAL • THE SITE SHALL BE STRIPPED OF ALL VEGETATION USED ONLY WHERE SHOWN OR SPECIFICALLY APPROVED BY SYMBOLS:
SHALL NOT BE USED FOR FINALSETOUT OF THE PROJECT STEEL. PRIOR TO THE PLACEMENT OF ANY FILLING THE ENGINEER. N- HOT ROLLED RIBBED REBAR (500 MPa)
LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
UNLESS SPECIFICALLY STATED. MATERIAL. R- HOT ROLLED PLAIN ROUND (250 MPa) LTD
3. SUBMIT CURRENT CERTIFICATES. 3. DO NOT SCALE STRUCTURAL DRAWINGS TO OBTAIN SL - SQUARE MESH
2. INSPECTIONS ARE REQUIRED TO BE PERFORMED BY A DULY • COMPACTION STANDARDS FOR FILLING MATERIAL DIMENSIONS. RL - RECTANGULAR MESH
APPOINTED COMPETANT PERSON(S). REFER TO PRINCIPLE
CONTRACTOR, CERTIFER, STATE GOVERMENT LEGLISLATION OR
STRUCTURE LOADINGS CONTROLLED FILLING 4. REFER ARCHITECT FOR SETOUT DIMENSIONS.
TM - TRENCH MESH RPEQ 4928
COUNCIL FOR FOR HOLD POINTS. THE BAR SIZE IS INDICATED BY A NUMBER AFTER THE ABOVE OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING DESIGN
EVENTS, IN ACCORDANCE WITH THE BUILDING CODE OF AUSTRALIA.
(A) SAND FILLING UP TO 800 DEEP, PLACED IN 5. MAXIMUM AGGREGATE SIZE SHALL BE 20 mm SYMBOL, WHICH INDICATES THE BAR DIAMETER IN MILLIMETRES. THIS DRAWING REMAINS THE PROPERTY OF
3. THESE DRAWINGS SHALL BE READ IN CONJUNCTION WITH ALL MAXIMUM 300mm THICK LAYERS AND
ARCHITECTURAL AND OTHER CONSULTANTS' DRAWINGS AND 1. STRUCTURE IMPORTANCE LEVEL: 2 COMPACTED WITH A VIBRATING ROLLER TO 6. THE SLUMP OF THE CONCRETE SHALL BE 80 mm ± 10 mm 3. COVER TO BE MAINTAINED DURING POURING BY USE OF PLASTIC LINDSAY CONSULTING PTY LTD AND IS FOR
SPECIFICATIONS AND WITH SUCH OTHER WRITTEN ACHIEVE A MINIMUM DYNAMIC CONE PENETRO- TIPPED METAL CHAIRS, PLASTIC CHAIRS AND/OR MORTAR THE SOLE USE OF THE CLIENT. NO PART
INSTRUCTIONS AS MAY BE ISSUED DURING THE COURSE OF THE 2. ANNUAL PROBABILITY OF EXCEEDANCE: METER READING OF 7 BLOWS PER 300 7. MINIMUM CONCRETE STRENGTHS/COVER FOR ALL NON SLAB ON BLOCKS. MAY BE USED IN PART OR WHOLE WITHOUT
CONTRACT. PENETRATION (REFER AS 1289.F3.3). GROUND MEMBERS SHALL BE AS FOLLOWS:-
WIND 1:500 4. COVER SHALL BE AS SPECIFIED ELSEWHERE . CHAIRING SHALL PRIOR EXPRESS WRITTEN CONSENT OF
4. ALL DISCREPANCIES SHALL BE REFERRED TO THE ARCHITECT EARTHQUAKE 1:500 SAND FILL MAY BE FLOODED IF NECESSARY TO ----------------------------------------------------------------------------------------------------------------------------- BE SPACED SUCH THAT THE FOLLOWING LINDSAY CONSULTING PTY LTD
FOR DECISION BEFORE PROCEEDING WITH THE WORK. ACHIEVE THIS COMPACTION STANDARD, MEMBER LOCATION TOLERANCES ARE ACHIEVED DURING CONCRETE POUR :
MEMBER TYPE EXTERNAL INTERNAL
PROVIDED THE WATER CAN SUBSEQUENTLY BE
5. ALL DIMENSIONS RELEVANT TO SETTING OUT AND OFF-SITE
3. WIND LOADING HAS BEEN DETERMINED IN ACCORDANCE
WITH AS/NZS 1170.2 WIND ACTIONS, USING THESE DRAINED FROM THE SITE.
COVER STRENGTH COVER STRENGTH
ABOVE GROUND - +10 mm/-5 mm CLIENT AND PROJECT DESCRIPTION
WORK SHALL BE VERIFIED BY THE CONTRACTOR BEFORE BELOW GROUND - +40 mm/-20 mm
EAGLE SURVEYS
VALUES: SUSPENDED SLABS 30mm 40 MPA 25mm top 32 MPA
CONSTRUCTION AND FABRICATION IS COMMENCED. (B) NON-SAND FILLING UP TO 400 DEEP, PLACED IN
WIND REGION B MAXIMUM 150 mm THICK LAYERS AND WALLS 5. UNLESS NOTE D OTHERWISE SPLICES IN REINFORCEMENT
6. THE ENGINEER'S DRAWINGS SHALL NOT BE SCALED. TERRAIN CATEGORY 2.5 COMPACTED WITH A MECHANICAL ROLLER. (INCL TILT PANELS) 40mm 40 MPA 25mm top 40 MPA SHALL BE MADE ONLY IN THE POSITION SHOWN. WRITTEN
CLAY FILL SHALL BE MOIST DURING COMPACTION. APPROVAL BY THE STRUCTURAL ENGINEER SHALL BE OBTAINED
7. DURING CONSTRUCTION THE CONTRACTOR SHALL BE
SHIELDING MULTIPLIER 1.0
TOPOGRAPHIC MULTIPLIER 1.0 BLOCKWORK FILL 60mm 25 MPA 40mm top 25 MPA FOR ANY OTHER SPLICES. PROPOSED SUBDIVISION
RESPONSIBLE FOR MAINTAINING THE STRUCTURE IN A STABLE (C) CONTROLLED FILLING SHALL CONTINUE FOR AT
CONDITION AND ENSURING NO PART SHALL BE OVERSTRESSED
REGIONAL WIND SPEED, VR 57.0 m/sec.
LEAST 1 METRE PAST THE EDGE OF THE PAVEMENTS
(GENERAL) 30mm 32 MPA --- ---
6. WELDING OF REINFORCEMENT WILL BE PERMITTED ONLY AFTER 33 CRANK STREET,
UNDER CONSTRUCTION ACTIVITIES. FOOTING BEAM AND SHALL BE BATTERED BACK APPROVAL BY THE STRUCTURAL ENGINEER.
INTERNAL PRESSURE COEFFICIENT Cp,i +0.2, _0.3
TO THE ORIGINAL SURFACE WITH A SLOPE OF PAVEMENTS
TEWANTIN
8. WORKMANSHIP AND MATERIALS ARE TO BE IN ACCORDANCE 4. EARTHQUAKE LOADING HAS BEEN DETERMINED IN NO MORE THAN 1:2 (VERT : HOR). (NON- 7. REINFORCEMENT SHALL BE BENT COLD IN ACCORDANCE WITH
WITH THE RELEVANT CURRENT S.A.A. CODES INCLUDING ALL ACCORDANCE WITH AS/NZS1170.4 USING THESE VALUES: PNEUMATIC TYRES) 30mm 32 MPA --- --- AS3600 EXCEPT WHERE APPROVED BY THE STRUCTURAL
AMENDMENTS, AND THE LOCAL STATUTORY AUTHORITIES, (D) WHERE THE DEPTH OF FILLING MATERIAL EXCEEDS ENGINEER. NO RE-BENDING SHALL BE PERMITTED UNLESS
-----------------------------------------------------------------------------------------------------------------------------
EXCEPT WHERE VARIED BY THE CONTRACT DOCUMENTS. SOIL CLASS Ce THAT SPECIFIED ABOVE, THE FILLING MATERIAL APPROVED BY THE STRUCTURAL ENGINEER.
HAZARD FACTOR (z) 0.08 SHALL BE COMPACTED AS FOLLOWS:-
9. THE APPROVAL OF A SUBSTITUTION SHALL BE SOUGHT FROM PROBABILITY FACTOR (kp) 1.0
8. ALL CONCRETE SHALL BE VIBRATED. 8. ALL REINFORCEMENT SHALL BE SECURELY SUPPORTED IN ITS DRAWING TITLE
THE ENGINEER, BUT IS NOT AN AUTHORISATION FOR AN EXTRA. EARTHQUAKE DESIGN CATEGORY (EDC) I • SAND FILL TO 65% DENSITY INDEX IN CORRECT POSITION DURING CONCRETING BY APPROVED
ANY EXTRA INVOLVED MUST BE TAKEN UP WITH THE ARCHITECT
AND/OR PRINCIPLE BEFORE THEWORK COMMENCES. 5. UNLESS NOTED OTHERWISE THE STRUCTURAL WORK
ACCORDANCE WITH AS1289.E6.1 9. ALL CONCRETE SHALL BE CURED IN ACCORDANCE WITH AS3600
PLASTIC BAR CHAIRS U.N.O.
NOTES
• NON-SAND FILL TO 95% MAXIMUM DRY 10. ALL CONCRETE SHALL BE SAMPLED AND TESTED IN
SHOWN ON THESE DRAWINGS HAS BEEN DESIGNED FOR MAXIMUM CENTRES OF SUPPORTING CHAIRS SHALL BE 600mm
DENSITY (STANDARD COMPACTION) IN ACCORDANCE WITH AS3600 AND AS1379.
10. UNLESS NOTED OTHERWISE ALL DIMENSIONS ARE IN THE FOLLOWING LIVE LOADS: FOR FABRIC, 600mm FOR BARS UP TO 12mm DIAMETER, 900mm FOR
MILLIMETRES ACCORDANCE WITH AUSTRALIAN STD BARS 16mm AND GREATER.
11 THE CONTRACTOR IS TO NOTIFY THE STRUCTURAL
AREA LIVE LOAD ENGINEER IN WRITING OF ANY ADMIXTURES TO BE USED IN
11. ALL LEVELS ARE EXPRESSED IN METRES. UNIFORM POINT • COMPACTION TESTS SHALL BE CARRIED 9. ALL OPENINGS AND RE-ENTRANT CORNERS IN THE CONCRETE
OUT ON EACH LAYER AS THE FILLING IS THE CONCRETE MIX.
SHALL HAVE 3-N12 BARS x 2000 LONG TOP AND BOTTOM,
12. ALL PROPS AND FORMWORK FOR BEAMS AND SLABS SHALL BE INTERNAL (GENERAL) 1.5 kPa 1.8 kN PLACED. IF THE COMPACTION STANDARD
NO ADMIXTURES SHALL BE USED WITHOUT WRITTEN
CENTRED DIAGONALLYACROSS THE CORNER. SCALES
REMOVED BEFORE CONSTRUCTION OF ANY MASONRY WALLS OR INTERNAL (LIGHT GARAGE) 2.5 kPa 13 kN SPECIFIED IS NOT ACHIEVED, THEN A
APPROVAL BY THE STRUCTURAL ENGINEER.
PARTITIONS ON THE FLOOR. INTERNAL (LIGHT INDUST) 5.0 kPa 4.5 kN/m "PIER AND SLAB" AND "PIER AND BEAM" 10. REINFORCEMENT LAPS SHALL BE AS FOLLOWS:-
INTERNAL (OFFICES) 3.0kPa 2.7 kN FOOTING DESIGN SHALL BE ADOPTED
12. UNLESS NOTED OTHERWISE ALL FORMED EDGES AND CORNERS • 12mm 500 mm
13. ALL NON LOADBEARING WALLS SHALL BE KEPT CLEAR OF THE BALCONIES 2.0 kPa 1.5 kN/m WITH ALL PIERS FOUNDED ON THE
OF CONCRETE MEMBERS SHALL HAVE 20mm CHAMFERS. • 16mm 700 mm
UNDERSIDE OF SLABS AND BEAMS BY 20mm ROOF 0.25kPa NATURAL UNDERLYING MATERIAL.
STORAGE 2.4 kPa/m storage height • 20mm 900 mm
13. DRIP GROOVES ARE TO BE PROVIDED AT ALL EXPOSED EDGES. • 24mm 1000 mm
14. UNLESS OTHERWISE SHOWN. SUBTERRANEAN TERMITE ROLLED FILLING
COVER TO REINFORCEMENT TO BE MAINTAINED. • 28mm 1200 mm
PROTECTION SHALL BE IN ACCORDANCE WITH AS 3660 -
PART 1 AND THE BCA. (A) SAND FILLING UP TO 600 DEEP, PLACED IN • 32mm 1400 mm
14. REINFORCEMENT IS REPRESENTED DIAGRAMMATICALLY AND
MAXIMUM 300mm THICK LAYERS AND COMPACTED BY
15. NON-STRUCTURAL ITEMS SUCH AS DAMP PROOF COURSING, WATERPROOFING REPEATED ROLLING WITH AN EXCAVATOR.
NOT NECESSARILY SHOWN IN TRUE PROJECTION. FOR ALL OTHER REINFORCEMENT SIZES REFER TO ENGINEER
FLASHING AND WEEP HOLES ARE NOT SHOWN FOR CLARITY.
1. REFER TO ARCHITECTS DOCUMENTATION FOR WATERPROOFING 15. SIZES OF CONCRETE ELEMENTS DO NOT INCLUDE THICKNESS
REFER TO THE ARCHITECTURAL DETAILS AS REQUIRED (B) NON-SAND FILING UP TO 300 DEEP, PLACED IN
DETAILS AND PRODUCT SPECIFICATIONS GENERALLY. OF APPLIED FINISHES. FALLS TO UPPER SURFACES OF SLABS TO
MAXIMUM 150mm THICK LAYERS AND COMPACTED BY
BE IN ADDITION TO SLAB THICKNESS.
SAFETY 2. WHILE THE SELECTION AND DETAILING OF WATERPROOFING
REPEATED ROLLING WITH AN EXCAVATOR
PRODUCTS IS OUTSIDE THE SCOPE OF THE STRUCTURAL 16. BEAM DEPTHS ARE WRITTEN FIRST AND INCLUDE SLAB
1. REFER TO THE PROJECT DOCUMENTS FOR AN ASSESSMENT OF DOCUMENTATION, THE FOLLOWING ITEMS MUST BE NOTED:
(C) WHERE THE DEPTH OF FILLING MATERIAL EXCEEDS
THAT SPECIFIED ABOVE, THE FILLING MATERIAL
THICKNESS. SURVEY DATUM
THE RISKS ASSOCIATEDWITH THE ANY WORKS AND
SHALL BE COMPACTED AS FOLLOWS:-
RECOMMENDED TREATMENTS. (i) REINFORCED CONCRETE AND REINFORCED 17. CAMBER -UNLESS NOTED OTHERWISE ON DRAWINGS, SLABS
CONCRETE BLOCKWORK ON THEIR OWN ARE NOT • SAND FILL TO 65% DENSITY INDEX IN
SHALL BE GIVEN A POSITIVE UPWARD CAMBER AT MIDSPAN 0F .
2. WHERE THERE IS IS NO OVER RIDING PROJECT DOCUMENT/ WATERPROOF. 3MM PER 1000mm SPAN. METHOD OF CAMBERING IS TO BE
ACCORDANCE WITH AS1289.E6.1
SPECIFICATIONS THEN REFER TO THE PRINICIPLE CONTRACTOR AGREED WITH THE ENGINEER. BEAMS SHALL BE CAMBERED AS
FOR ALL SAFETY REQUIREMENTS (ii) LINDSAY CONSULTING PTYL LTD RECOMMENDS SHOWN ON DRAWINGS (NEGATIVE CAMBER IS NOT ALLOWED).
• NON-SAND FILL TO 95% MAXIMUM DRY
3. CONSULTATION WITH AFFECTED PARTIES IS MANDATORY WHEN
WATERPROOFING MEASURES FOR ALL EXTERNAL DENSITY (STANDARD COMPACTION) IN
18. CALCIUM CHLORIDE IS NOT PERMITTED TO BE USED.
ASSOCIATED CONSULTANTS
SLABS OVER USABLE SPACES AND EXTERNAL SINGLE ACCORDANCE WITH AUSTRALIAN STD
IDENTIFYING HAZARDS,ASSESSING RISKS AND DECIDING ON SKIN MASONRY.
CONTROL MEASURES. 19 EXACT SIZE AND LOCATION OF PENETRATIONS ARE TO BE
• COMPACTION TESTS SHALL BE CARRIED
(iii) FAILURE TO PROVIDE WATERPROOFING, OR OBTAINED FROM WORKSHOP DRAWINGS PRIOR TO SCHEDULING
OUT ON EACH LAYER AS THE FILLING IS
4. CONSTRUCTION SHALL BE CARRIED OUT USING SAFE WORK INADEQUATE WATERPROOFING MEASURES MAY OF REINFORCEMENT, AND ARE NOT TO EXCEED DIMENSIONS WHERE
PLACED. IF THE COMPACTION STANDARD
METHODS AND IN ACCORDANCE WITH THE FOLLOWING RESULT IN LEAKS. SHOWN ON STRUCTURAL DRAWINGS.
SPECIFIED IS NOT ACHIEVED, THEN A
DOCUMENTS:-
"PIER AND SLAB" AND "PIER AND BEAM"
(iv) PROLONGED LEAKS CAN LEAD TO PREMATURE 20. DO NOT CUT REINFORCEMENT ON SITE TO CLEAR
FOOTING DESIGN SHALL BE ADOPTED
LEGISLATION DETERIORATION OF STRUCTURAL ELEMENTS. WITH ALL PIERS FOUNDED ON THE
PENETRATIONS.DISPLACE REINFORCEMENT SLIGHTLY AS
NECESSARY.
NATURAL UNDERLYING MATERIAL.
- WORKPLACE HEALTH AND SAFETY ACT 2011 (v) WATER LEAKING THROUGH CONCRETE STRUCTURES
- WORKPLACE HEALTH AND SAFETY REGULATION 2011 TYPICALLY CONTAINS CALCIUM WHICH CAN DAMAGE 21. NO CHASES, HOLES GREATER THAN 150mm DIAMETER, OR
PAINTWORK EMBEDMENT OF PIPES GREATER THAN 40mm DIAMETER OTHER
THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS SHALL
QUEENLAND GOVERNMENT CODES OF PRACTICE BE MADE IN THE CONCRETE SLABS. FOR ALL OTHER CONCRETE
EARTHWORKS MEMBERS NO PENETRATIONS, CHASES OR EMBEDMENTS SHALL
- CONFINED SPACES: CODE OF PRACTICE 2016
BE MADE WITHOUT PRIOR APPROVAL BY THE STRUCTURAL
- FORMWORK CODE OF PRACTICE 2016 1. EARTHWORKS TO COMPLY WITH AS3798. ENGINEER.
- HAZARDOUS MANUAL TASKS: CODE OF PRACTICE 2016
- HOW TO MANAGE WORK HEALTH AND SAFETY RISKS: CODE OF 2. STRIP SITE OF ALL TOPSOIL, VEGETATION AND DELETERIOUS 22. CONDUITS CAST INTO CONCRETE MEMBERS SHALL BE SPACED
PRACTICE 2011 MATTER TO A MINIMUM DEPTH OF 150 mm. AT MAXIMUM DISTANCE POSSIBLE AND UNDER NO
- MANAGING NOISE AND PREVENTING HEARING LOSS AT WORK:
CIRCUMSTANCES CLOSER THAN A CLEAR SPACING OF TWICE
CODE OF PRACTICE 2015 3. PROOF ROLL SUBGRADE TO REVEAL SOFT SPOTS. SOFT SPOTS THE LARGER CONDUIT DIAMETER FROM PARALLEL
- MANAGING THE RISK OF FALLS AT WORKPLACES: CODE OF TO BE REMOVED AND BACKFILLED. ALL NATURAL SUBGRADE IS REINFORCEMENT OR ANY OTHER CONDUIT.
PRACTICE 2011 TO BE COMPACTED TO ACHIEVE A DENSITY INDEX OF 70%.
- MANAGING WORK ENVIRONMENT AND FACILITIES: CODE OF
23. ALL SAW JOINSTS SHALL BE CARRIED OUT WITHIN 8 HRS OF
PRACTICE 2011 4. MATERIAL WON FROM SITE TO BE INSPECTED BY ENGINEER FOR POURING OF SLABS USING A "SOFT CUT" SAWOR SIMILAR.
- MOBILE CRANE: CODE OF PRACTICE 2006 APPROVAL PRIOR TO USE AS FILLING UNDER SLABS. ANY THE STIME SHALL BE SREDUCED TO 4 HRS WHERE THE
- SCAFFOLDING: CODE OF PRACTICE 2009 IMPORTED FILL TO HAVE A MINIMUM CBR VALUE OF 15%. ALL FILL TEMPERATURE EXCEEDS 32 DEGREES ON THE DAY OF THE
REVISION LIST
- STEEL CONSTRUCTION: CODE OF PRACTICE 2004 TO BE COMPACTED TO EITHER CONTROLLED OR ROLLED FILL POUR A ORIGINAL ISSUE 21/5/25
- TILT-UP AND PRE-CAST CONSTRUCTION INDUSTRY CODE OF STANDARD AS SPECIFICAED ELSEWHERE A ORIGINAL ISSUE 21/5/25
PRACTICE 2003
- TOWER CRANE: CODE OF PRACTICE 2006 5. WHERE SERVICE TRENCHES ARE REQUIRED TO BE EXCAVATED
- WORK HEALTH AND SAFETY CONSULTATION, CO-OPERATION BELOW FOOTING BASE LEVEL, SIDE OF TRENCH SHALL BE
AND CO-ORDINATION CODE OF PRACTICE 2011 LOCATED AWAY FROM SIDE OF FOOTING BY THE SAME DISTANCE
- SAFE DESIGN OF STRUCTURES CODE OF PRACTICE 2014 OTHER THAT THE TRENCH IS BELOW FOOTING BASE. WHERE THIS
REFERENCES: CANNOT BE ACHIEVED, THE STRUCTURAL ENGINEER SHALL BE
- NATIONAL CODE OF PRACTISE FOR PRECAST, TILT UP AND CONTACTED FOR FURTHER DIRECTION.
CONCRETE ELEMENTS IN BUILDING CONSTRUCTION, 2008
6. ALL SOIL CONDITIONS SHALL BE AS PER SPECIFIED
GEOTECHNICAL REPORT. WHERE CONDITIONS VARY FROM
REPORT THE GEOTECHNICAL ENGINEER SHALL BE CONTACTED
FOR DIRECTIONS
7. THE CONTRACTOR(S) SHALL FULLY INFORM THEMSELVES OF
Computer File
THE GROUND CONDITIONS ON SITE PRIOR TO COMMENCEMENT
OF THE WORKS AND ADOPT SEEPAGE AND DRAINAGE CONTROL
250314OPW.DWG
AND CONSTRUCTION PRACTICES APPROPRIATE FOR THE SITE DRAWING NUMBER SHEET REV.
25-0314-IF2 2 B
CONDITIONS.
Page 3
W
S
S
W
S
IL 5.61 NOM
LINDSAY CONSULTING PTY
S
W W LINDSAY CONSULTING PTY LTD
33.874 LTD
S
S
W
SW
RPEQ 4928
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
S
THIS DRAWING REMAINS THE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
S
THE SOLE USE OF THE CLIENT. NO PART
S
MAY BE USED IN PART OR WHOLE WITHOUT
W
SW
PRIOR EXPRESS WRITTEN CONSENT OF
S
LINDSAY CONSULTING PTY LTD
S
CLIENT AND PROJECT DESCRIPTION
S
W
NAIL IN KERB
RL 6.38 AHD
EAGLE SURVEYS
BENCHMARK
SW
S
S
PROPOSED SUBDIVISION
S
33 CRANK STREET,
W
S
TEWANTIN
SW
S
EX 150 uPVC SEWER MAIN
S
W
S
DRAWING TITLE
7
SW
S
CIVIL WORKS AND
90°02'20"
20W x 40D
STORMWATER MANAGMENT
S
23.774
joint sealant
All redundant crossoevers shall
W
removed and made good Danley key joint
PLAN
S
T
with R12 dowels at 300 CRS
101
S
SW
SCALES
S
2000 1500 0 5m
W
S
1 in 40 1 in 8
TYPICAL KEY JOINT DETAIL - KJ
S
10000 6230 Orig. 1:100
SW
1 in 28.6 1 in 31
S
W
Bolster cut slab (3w x 30d) Fill joint
S
to 3mm. below surface with Fosroc
Expandite Thioflex 600g or similar
S
32.858
S
00
0
SW
0
0
95
SURVEY DATUM
1500
180°00'
55
20
0
6.
5.
PL W
Driveway crossoveer in
S
6.
6.
PL
Level Datum:
PL
PL
accordance with IPWEA Std
S
drawings RSD100 and RSD101 PSM105341
S
3500
Cut every 2nd reinforcement bar
RL8.712m AHD
SW
0
0
8
8
directly under saw joint and
S
43
08
87
82
W
depress fabric locally
9.22
6.
6.
5.
5.
TYPICAL SAW JOINT DETAIL-SJ
S
PL
PL
PL
PL
NOTE:- SAW CUTS (USING A SOFT CUT SAW) SHALL BE
ASSOCIATED CONSULTANTS
6
S
INSTALLED WITHIN 8 HOURS OF CONCRETE PLACEMENT
T
EXISTING
119
S
SW
(WHEN AVERAGE AMBIENT TEMPERATURE EXCEEDS 32°
W
10000 lt detention tank, IL 4.52 THIS TIME SHALL BE REDUCED TO 4 HOURS).
S
refer detail, IL 4.80 SL72 Fabric placed centrally
S
105°
1.5502' 3 35 S
W
SW
IL 4.15 NOM
125
3
S
SW
SW
S
10
1.5°502'
5
PAVEMENT DESIGN DETAIL
S
.
1
W
Dia 100 outlet pipe with 25 mm
10 °01
4
S
7 '
restriction pipe (refer tank detail)
S
S
IL upstream 4.80
3.10
S
7
S
IL downstream 4.70
S
S S S S S S S S S S S
NOM SL 6.00
S S
W
S S S S S S S S S S S
S
S
165°
00'
W W W W W W W W W W W W W 100 PVC
REVISION LIST
overflow
A ORIGINAL ISSUE 21/5/25
W
A ORIGINAL ISSUE 21/5/25
Dia 100 inlet pipe stub
pipe
Inlet Pipes
IL 5.80
for future house IL 5.80 LEGEND
1500 mm MIN 10000 lt MIN
Existing contours
exclusion zone from
detention tank
existing sewer line NOM TANK IL 4.80
9.50 Proposed Pavement Level (refer detail)
25 PVC restricted
Key Joint
Saw Joint
WATER DETENTION TANK DETAIL flow pipe Computer File
DRAWING NUMBER
250314OPW.DWG
SHEET REV.
25-0314-C3 3 B
Page 4
SEDIMENT AND EROSION
CONTROL DETAILS
GRATE TO BE GEOFABRIC
WRAPPED.
SPACER BLOCK EARTH BUND CONSTRUCTION NOTES
1. BUILD WITH GRADIENTS BETWEEN 1 PERCENT AND 5 PERCENT. OVERLA TRAPPED SEDIMENT
2. AVOID REMOVING TREES AND SHRUBS IF POSSIBLE - WORK AROUND THEM. ND FLO
ROLL OF NETTING FILLED
WITH 50 TO 70mm GRAVEL.
3. ENSURE THE STRUCTURES ARE FREE OF PROJECTIONS OR OTHER IRREGULARITIES THAT COULD IMPEDE W TURF STRIPS
WATER FLOW.
3. BUILD THE DRAINS WITH CIRCULAR, PARABOLIC OR TRAPEZOIDAL CROSS SECTIONS, NOT V SHAPED.
KERB INLET PROTECTION
LINDSAY CONSULTING PTY
4. ENSURE THE BANKS ARE PROPERLY COMPACTED TO PREVENT FAILURE.
LINDSAY CONSULTING PTY LTD
5. COMPLETE PERMANENT OR TEMPORARY STABILISATION WITHIN 10 DAYS OF CONSTRUCTION.
NTS LTD
DIRECTION OF FLOW
RPEQ 4928
OVERLA TRAPPED SEDIMENT
TYPICAL GRASS FILTER STRIP DETAIL OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
ND FLO N.T.S.
W TURF STRIPS BATTER GRADE
1:2 max.
THIS DRAWING REMAINS THE PROPERTY OF
CHANNEL STABILISATION
AS REQUIRED
UNDISTURBED
AREA
LINDSAY CONSULTING PTY LTD AND IS FOR
NOTE:-
Min. GRADE 0.25% THE SOLE USE OF THE CLIENT. NO PART
Max. GRADE 0.75%
TURF FLARES TO
MUST HAVE A STABILISED OUTLET.
MAYBE USED AS CONTOUR DRAINS
MAY BE USED IN PART OR WHOLE WITHOUT
RESTRICT SCOURING
ALONG TURF EDGE PRIOR EXPRESS WRITTEN CONSENT OF
TURF STRIP
LINDSAY CONSULTING PTY LTD
BEHIND KERB CAN BE CONSTRUCTED WITH
GRADIENT OF DRAIN OR WITHOUT CHANNEL
ALL BATTER GRADES
SURFACE ROUGHENING CLIENT AND PROJECT DESCRIPTION
road surface
1% to 5% 2(H):1(V) MAX.
DIRECTION
OF FLOW
150 mm min. 300 mm min.
150 MM MIN. SPILLWAY
EAGLE SURVEYS
150 MM MIN.
GRASSED FILTER STRIPS
NOT TO REGULAR SCALE
2 metres min.
NOTE: ONLY TO BE USED AS TEMPORARY BANK
WHERE MAXIMUM UPSLOPE LENGTH IS 80 METRES.
STORMWATER TREATMENT DETAILS EARTH BUND CUT OFF DRAIN AGGREGATE OR RECYCLED CONCRETE. ROCK TRENCHED 200 MM INTO GROUND PROPOSED SUBDIVISION
SEDIMENT FLOCCULATION
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
FLO
W 33 CRANK STREET,
TEWANTIN
to be drawn together and settle under gravity.
METHOD OF APPLICATION SPACING OF CHECK DAMS ALONG CENTRELINE
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 AND SCOUR PROTECTION BELOW EACH CHECK
basin. It is essential that the gypsum is spread evenly over the entire surface for efficient treatment of the turbid water. DAM TO BE SPECIFIED ON SWMP/ESCP
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.
should be calibrated after the first two storm events to assess the actual flocculent application rate and settling time required for the site.
The above dosing rate for the site ROCK CHECK DAM
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%). ROCK CHECK DAM CONSTRUCTION NOTES
1. CHECK DAMS CAN BE BUILT WITH VARIOUS MATERIALS, INCLUDING ROCKS, LOGS, SANDBAGS AND STRAW BALES. THE
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.
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
DRAWING TITLE
EROSION CONTROL DETAILS
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, TRENCHES TO AT LEAST 100 MM ABOVE THE GROUND SURFACE TO REDUCE THE RISK OF UNDERCUTTING.
pH, turbidity and temperature of the stormwater. For further details and specifications on the TPS 90-FLT please refer to Appendix B. 3. NORMALLY, THEIR MAXIMUM HEIGHT SHOULD NOT EXCEED 600 MM ABOVE THE GULLY FLOOR. THE CENTRE SHOULD
If the TPS 90-FLT unit is not present a practical field test that approximates the required 50 NTU level is to fill a clear plastic or glass 65mm diameter soft drink bottle with the
ACTING AS A SPILLWAY, BEING AT LEAST 150 MM LOWER THAN THE OUTER EDGES.
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.
4. SPACE THE DAMS SO THE TOE OF THE UPSTREAM DAM IS LEVEL WITH THE SPILLWAY OF THE NEXT DOWNSTREAM
DAM.
METHOD OF DEWATERING
The sediment basin can be dewatered as soon as the water quality criteria met (refer table below). A pump is to 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. STABILISE STOCKPILE
.) SURFACE
EARTH BANK X
(MA 2:1
PE SLO
FLOW SLO PE
STORMWATER DISCHARGE QUALITY CRITERIA 2:1 (MA
X.)
ACCEPTABLE TSS ACCEPTABLE PH DISSOLVED O2 SCALES
50mg/L 6.5 - 8.5 > 80% SEDIMENT FENCE
TOPSOIL STOCKPILE
TOPSOIL STOCKPILE CONSTRUCTION NOTES
SEDIMENT BASIN FLOCCULENT APPLICATION 1. PLACE STOCKPILES MORE THAN 2 (PREFERABLY 5) METRES FROM EXISTING VEGETATION, CONCENTRATED
WATER FLOW, ROADS AND HAZARD AREAS.
AGENT INDICATIVE DOSAGE COMMENTS PRECAUTIONS & CONSTRAINTS MIN. REQD. ON SITE 2. CONSTRUCTION ON THE CONTOUR AS LOW, FLAT, ELONGATED MOUNDS.
3. WHERE THERE IS SUFFICIENT AREA, TOPSOIL STOCKPILES SHALL BE LESS THAN 2 METRES IN HEIGHT.
4. WHERE THEY ARE TO BE IN PLACE FOR MORE THAN 10 DAYS, STABILISE FOLLOWING THE APPROVED
GYPSUM 32kg/100cub.m LITTLE PH CHANGE, SLIGHT INCREASE IN NEEDS TO BE SPREAD EVENLY ACROSS POND. 260 kgm ESCP OR SWMP TO REDUCE THE C-FACIRCUITOR TO LESS THAN 0.10.
SALINITY CAN CAUSE SCUM DEPOSITS IN EQUIPMENT. 5. 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.
NOTE: NOTIFY ENGINEER TO CONFIRM DOSAGES & APPLICATION PRIOR TO USE.
OPEN CONCRETE BLOCKS SEDIMENT AND EROSION
CONTROL DETAILS
ALL EROSION AND SEDIMENT IN ACCORDANCE WITH IN ACCORDANCE WITH UNDISTURBED AREA SURVEY DATUM
WITH MAROON BOOK MANUAL FOR EROSION AND SEDIMENT CONTROL
GRAVEL FILTER
SANDBAG OVERLAP 4.0m MIN.
.
ONTO KERB
GEOTEXTILE STAKES
FILTER FABRIC STAKES
DROP INLET 1.5m TIMBER STAKES
RUNOFF WATER WITH GRATE
RUNOFF
1.5m M WITH SEDIMENT
DISTURBED
AT MAX 2.5m CENTRES
ASSOCIATED CONSULTANTS
0.2m AREA
600mm (NOM) GAP
IN.
DIRECTION OF FLOW
BETWEEN SAND BAGS FILTERED GEOTEXTILE
ACT AS SPILLWAY
THREE LAYERS OF
SANDBAGS WITH ENDS
BURIED FABRIC WATER FILTER FABRIC
SEDIMENT FENCE
OVERLAPPED.
DOWN STREAM GULLY PROTECTION DETAILS GEOTEXTILE INLET FILTER STAKES CIRCUITN INTO GROUND W
FLO
NOT TO SCALE GEOTEXTILE INLET FILTER CONSTRUCTION NOTES FL
OW
1. FABRICATE A SEDIMENT BARRIER FROM GEOTEXTILE. GEOTEXTILE FILTER FABRIC
2. FOLLOW DETAIL FOR SEDIMENT FENCE FOR GEOFABRIC
INSTALLATION. REDUCE PICKET SPACINGS TO 1m CENTRES.
BURY THE TOP OF THE PLASTIC 3. DO NOT COVER THE INLET WITH GEOTEXTILE UNLESS THE
IN TRENCH MIN 300mm DEEP. DESIGN IS ADEQUATE TO ALLOW FOR ALL WATERS TO 23
FLOW STAPLE AT 150mm CENTRES. W 24
BYPASS IT. FLO
25
COMPACT SOIL OVER BLANKET
26
PRO A
PER
CENTRELINE SECTION AT POINTS "A" HOLD IN PLACE TY
LINE 90 DEG
WITH SAND BAGS SEDIMENT
FILL TRENCH WITH SOIL TRAP
t GEOTEXTILE FILTER SOCK
AND COMPACT men
A
FILLED WITH 25MM GRAVEL
lign
OVERLAP-BURY UPPER END OF 15. ty A
STAPLES: 8 GAUGE MIN 0m per
LOWER BLANKET AS IN "A". OVERLAP Pro
END OF TOP BLANKET 300mm AND
STAPLE AT 150 CRS.
(4mm) WIRE Berm (300mm MIN height)
KERB INLET PIT SEDIMENT BARRIER
NOM
SEDIMENT
200
TRAP
FLOW
50m NOTE: POINTS A AT SAME
Geotextile fabric, MAX ELEVATION
Bidum U34 or similar
3.0mN 1.5m TIMBER STAKES
CENTRELINE SECTION AT POINTS "B" Unbound pavement material (gravel) to Grading
B, Table 9 of QT Specification MRS11.05,
MI
cha
nne
l
dwa
y
AT MAX 2.5m CENTRES
SELF-SUPPORTING
GEOTEXTILE SEDIMENT FENCES
& roa
exclude material finer than sieve 2.36mm Ker b
or
ne w
DIRECTION OF
Sedi
- uncontouredFenceconcentrati
ment installeond ofacross thed contour
flow shoul be avoided
i s t ing, 500mm TO 600mm FLOW
A Ex NOT TO REGULAR SCALE
Runoff from pad directed to sediment trap 600mm MIN ON SOIL, 150mm x 100mm
TRENCH WITH COMPACTED
BACKFILL AND ON ROCK, SET
B TEMPORARY CONSTRUCTION ENTRY/EXIT SEDIMENT TRAP
Not to Scale
SECTION DETAIL INTO SURFACE CONCRETE REVISION LIST
STAPLE BLANKETS
CATTLE GRID 3.0m NOM WIDTH A ORIGINAL ISSUE 21/5/25
SET 300mm ABOVE GROUND
AT GRID OF
1m CENTRES
CONSTRUCTION SITE MIN
5m
T
A ORIGINAL ISSUE 21/5/25
B MEN
NOM
LIGN
200
A
10 TY
MIN m PER EL ;SEDIMENT FENCE CONSTRUCTION NOTES
B PRO HANN 1. CONSTRUCTION SEDIMENT FENCES AS CLOSE AS
FLOW
C AY
GEOFABRIC FABRIC, BIDIM A34 B& ADW KERB INLET PIT SEDIMENT BARRIER POSSIBLE TO BEING PARALLEL TO THE CONTOURS OF THE
300
STAPLE OUTSIDE EDGES OR SIMILAR m KER EW RO CONSTRUCTION NOTES SITE, BUT WITH SMALL RETURNS. THE CATCHMENT AREA
AT 300mm CRS. 3 IN N SHOULD BE SMALL ENOUGH TO LIMIT WATER FLOW IF
M OR 1. FABRICATE A SLEEVE FROM GEOTEXTILE OR WIRE MESH CONCENTRATED AT ONE POINT.
TI N G, LONGER THAN THE LENGTH OF THE INLET PIT AND FILL 2. CUT A 150-mm DEEP TRENCH ALONG THE UPSLOPE
RUNOFF TO BE DIRECTED TO A SEDIMENT TRAP, S
EXI
CLEAN/DIRTY DIVERSION DRAINS REFER STANDARD DRAWING D-0041. WITH 25mm TO 50mm GRAVEL.
2. FORM AN ELLIPTICAL CROSS-SECIRCUITION APPROX. 150mm
LINE OF THE FENCE FOR THE BOTTOM OF THE FABRIC TO
BE ENTRENCHED.
TEMPORARY ENTRY/EXIT HIGH, 400mm WIDE.
3. PLACE THE FILTER AT OPENING LEAVING AT LEAST
100mm BETWEEN KERB INLET AND SLEEVE. MAINTAIN
3. CIRCUIT TIMBER STAKES INTO GROUND AT 2.5m
INTERVALS (MAX) AT THE DOWNSLOPE EDGE OF THE TRENCH.
4. FIX SELF-SUPPORTING GEOTEXTILE TO THE UPSLOPE
DIVERSION DRAIN CONSTRUCTION NOTES OPENING WITH SPACER BLOCKS. SIDE OF THE POSTS ENSURING IT GOES TO THE BASE OF
4. FORM A SEAL WITH KERB TO PREVENT SEDIMENT THE TRENCH. FIX THE GEOTEXTILE WITH WIRE RECOMMENDED
1. REMOVE ANY ROCKS, CLODS, STICKS OR GRASS FROM THE SURFACE BEFORE LAYING PLASTIC.
TEMPORARY ENTRY/EXIT CONSTRUCTION NOTES BY THE MANUFACTURER. THE USE OF SHADE CLOTH FOR
BYPASS.
2. ENSURE THAT TOPSOIL IS AT LEAST 75mm DEEP. 5. SANDBAGS FILLED WITH GRAVEL CAN SUBSTITUTE FOR THIS PURPOSE IS NOT SATISFACTORY.
1. STRIP THE TOPSOIL, LEVEL THE SITE AND COMPACT THE SUBGRADE. 5. JOIN SECTIONS OF THE FABRIC AT A SUPPORT POST
3. ENSURE PLASTIC WILL BE CONTINUOUSLY IN CONTACT WITH THE SOIL BY GRADING THE SURFACE 2. COVER THE AREA WITH NEEDLE-PUNCHED GEOTEXTILE. THE MESH OR GEOTEXTILE PROVIDED THEY ARE PLACED
CAREFULLY FIRST. SO THAT THEY FIRMLY ABUT EACH OTHER AND WITH A 150mm OVERLAP.
3. CONSTRUCTION A 200mm THICK PAD OVER THE GEOTEXTILE USING ROAD BASE OR 30mm. 6. BACKFILL THE TRENCH OVER THE BASE OF THE FABRIC
4. LAY FABRIC IN "SHINGLE FASHION", WITH THE END OF EACH UPSTREAM ROLL OVERLAPPING THOSE 4. ENSURE THE STRUCTURE IS AT LEAST 15m LONG OR TO BUILDING ALIGNMENT AND AT SEDIMENT LADEN WATERS CANNOT PASS BETWEEN.
DOWNSTREAM. ENSURE EACH ROLL IS ANCHORED PROPERLY AT ITS UPSLOPE END. AND COMPACT IT THOROUGHLY OVER THE GEOTEXTILE. Computer File
LEAST 3m WIDE.
5. ENSURE FULL WIDTH OF FLOW CHANNEL IS COVERED BY THE PLASTIC. 5. WHERE SEDIMENT FENCE JOINS ONTO THE STABILISED ACCESS, CONSTRUCTION A HUMP OR
GRATE IN THE STABILISED ACCESS TO DIVERT WATER TO THE SEDIMENT FENCE. 250314OPW.DWG
DRAWING NUMBER SHEET REV.
25-0314-C4 4 B
Page 5
CONSTRUCTION MANAGEMENT PLAN CONSTRUCTION MANAGEMENT PLAN
Performance
Indicators
Item Performance Indicator
CONSTRUCTION MANAGEMENT PLAN DIARY Objective To comply with all statutory regulations and relevant policies, and minimise the impact on the environment whilst carrying
out construction activities in a safe and sustainable manner.
Construction
Management
11. Implement the erosion and sedimentation control measures and associated management plan contained in
the approved plans.
Tasks and Actions
Required 12. All earthwork stockpiles are to be kept moist, covered with tarpaulins or otherwise treated to minimise
1. Vegetation No disturbance of soil below retained vegetation due to construction activities. Weekly Visual Inspection or After Rainfall Event dust emissions and stored in locations which minimise the possibility of the soil entering the stormwater
system.
Project:- Operational Works - PROPOSED SUBDIVISION To minimise the environmental and amenity impact of construction activities through onsite proactive approach to
Management 13. A construction shakedown area is to be installed at the entrance to the site to reduce unwanted soil
2. Hours of Work No work conducted outside specified hours without satisfactory evidence of measures Principal:- EAGLE SURVEYS Strategy construction processes and consequences (cause and effect). Successful integration of activities will achieve ecological from leaving the site via vehicle tyres.
taken to suppress noise and other emissions / dust. Contractor:- sustainability which is recognised as a balance that integrates the protection of ecological processes and natural systems, 14. All site staff and sub contractors shall be directed to use the nominated shakedown entry / exit
Location:- NO.33 CRANK STREET, TEWANTIN economic development, and maintenance of cultural, economic, physical and social wellbeing of people in communities. point.
3. Lighting No resident's complaints regarding construction security lighting. Job Ref. No:- 250314 Council File Ref. No. 15. Roads abutting the site and affected by the works shall be swept at regular intervals as required, or
LINDSAY CONSULTING PTY
whenever inspection shows signs of soil / pavement construction material on an abutting road or at
LINDSAY CONSULTING PTY LTD
Date:- Regular Monitoring (Weekly) the nominated site entrance.
4. Existing Roads
No abutting public roads contain soil, gravel, clay or other such materials originating Construction The following schedule of management strategies, tasks and actions for construction works forms the basis of sustainable LTD
Approx Time:- am/pm Special Event Monitoring (briefly describe event) Management 16. A high level of site “housekeeping” shall be maintained to ensure that vermin are not
from onsite construction activities. management of site construction issues. Irrespective of whether or not an item is included in the following schedule
Tasks and Actions attracted to poorly disposed of materials. Any waste or materials that have been
Required however, the Contractor shall employ best practice measures to achieve sustainable outcomes at all times.
No observed or reported incidents due to inadequacy or absence of signage or other Condition C orrective Action
Corrective Action Taken illegally dumped on site shall be removed.
5. Signage Date Control
control measures. Item Monitored
Measure Installed
Acceptable Required (Describe)
Management Strategy / Action 17. The Contractor shall provide bins for staff and sub contractors at locations where RPEQ 4928
ü food is consumed and shall ensure that such bins are used and emptied at
û 1. Ensure that all staff and sub contractors working on the site are aware of potential environmental impacts and OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
6. Waste Control No complaints from local residents and site is kept tidy at all time regular intervals.
required minimum environmental control measures and responsibilities before commencement of any site works.
Retained Vegetation
2. Disturbance of soils below the canopy of any retained vegetation is to be excluded or otherwise minimised in accordance
18. All materials, be they construction materials or used containers, shall either be
recycled onsite or alternatively transported to a Council approved recycling station
THIS DRAWING REMAINS THE PROPERTY OF
No occurrence of illegal dumping onsite and all materials where possible have been
7. Waste Minimisation
appropriately recycled. Air Emissions
with the approved plans. or disposal point. LINDSAY CONSULTING PTY LTD AND IS FOR
19. Any distillate or other petroleum products or dangerous goods stored onsite are
3. No dust emissions shall extend beyond the boundary of the site.
to be in bunded areas, located well clear of any watercourse. Appropriate spill THE SOLE USE OF THE CLIENT. NO PART
8. Dangerous Goods No spillage or seepage of dangerous goods stored onsite.
Noise
4. No odour emissions are detectable beyond the boundary of the site. control kits for any chemicals or stored fuels shall also be provided onsite.
20. Best practice management techniques shall be employed to control erosion and
MAY BE USED IN PART OR WHOLE WITHOUT
9. Erosion & Sedimentation No visible signs of sediment laden waters leaving the site. Security Lighting
5. Work, including plant and equipment maintenance and servicing, shall only be carried out between the hours of 6:30am
and 6:30pm Monday to Saturday inclusive. Written agreement must be provided by neighbouring residents if any work minimise sediment transport onsite, including those details contained in the PRIOR EXPRESS WRITTEN CONSENT OF
activity with the potential to emit excessive noise is to be undertaken outside the above mentioned hours, and even with
such consent, such activities are to be minimised.
approved plans and the Erosion and Sedimentation Management Plan.
21. The Contractor shall prepare and implement an approved Traffic Management Plan
LINDSAY CONSULTING PTY LTD
No works are carried out without implementation of the approved Traffic Management
10. Traffic Management for site construction activities. The Traffic Management Plan shall be provided to
Plan.
CLIENT AND PROJECT DESCRIPTION
Vibrations
6. All equipment shall be acoustically treated with manufacturer supplied muffler systems with ensure that equipment does the Council inspector and the Supervising Engineer at the prestart meeting.
not create environmental harm or excessive noise.
Existing Utilities, Roads & Drainage Infrastructure 22. Comply with any conditions of Council's operational works approval applicable to
11. Existing Infrastructure No unplanned damage to existing utilities and infrastructure.
7. Temporary security lighting for the site must be designed and located to ensure that its effects are not obtrusive and the works.
All non conformances have been reported and rectified Construction Traffic & Parking
direct light spill does not alter the amenity of adjacent properties. 23. All public complaints received by the Contractor must be recorded in writing,
including any investigations undertaken, conclusions reached and actions taken as a
EAGLE SURVEYS
12. Non Conformances 8. All existing utilities (roads, drainage, electrical and communication) on or adjacent the site are to be protected and
result of same. This complaints record is to be made available to the
maintained at all times, with the cost of any damage to such infrastructure to be met by the Contractor.
Waste Minimisation & Recycling
administering authority on request.
PROPOSED SUBDIVISION
The site foreman is to monitor the performance of all construction activities and any departure from the Construction 9. Any areas of high risk / danger on the site are to be adequately signposted. 24. All site personnel are to report any significant non-conformances to the site
Monitoring Management Plan control measures is to be immediately rectified. 10. Vibration beyond the site boundary from construction activities is to be minimised and where there is a likelihood of manager as soon as practical and within 1 hour of the occurrence of, or
Erosion & Sedimentation Control (Environmental Diary) observance of same.
The site foreman is to be responsible for all inspections and maintenance of the Construction Management Plan.
such vibration extending beyond the boundaries to an adjoining property owner, the property owner shall be advised
accordingly. 25. The contractor shall prepare an informative letter to be dropped to
residents/businesses adjacent to the development. The letter is to advise contact
33 CRANK STREET,
Responsible Person
TEWANTIN
Other
details for communications for the site manager, working hours, projected timing of
works and any other information the contractor sees relevant.
The site foreman is to complete the Construction Management Plan Diary (including Environmental Diary for sediment Item Monitored
control) on a weekly basis as a minimum, but also after every significant rainfall event (which causes site runoff) or
other special event affecting the site or any watercourses traversing the site. The Construction Management Plan Diary
Reporting (in conjunction with the Environmental Diary) shall be completed and delivered to the Superintendent for record and audit Any Special Comments:-
purposes with each progress claim for the construction works.
DRAWING TITLE
The site foreman is to arrange all corrective actions, controls and rectification activities, and report on all measures Signed:- CONSTRUCTION
MANAGEMENT PLAN DETAILS
Corrective Actionstaken in the Construction Management Plan Diary.
EROSION AND SEDIMENTATION MANAGEMENT PLAN ENVIRONMENTAL DIARY
Sediment Control Weekly Visual Inspection or After Rainfall Event
Project:- Operational Works - PROPOSED SUBDIVISION
SCALES
Principal:- EAGLE SURVEYS
Contractor:-
Objective Comply with all statutory regulations and maintain erosion and sedimentation
Location:- NO.33 CRANK STREET, TEWANTIN
controls throughout the duration of construction. Comply with the intent of
Job Ref. 250314
the sedimentation management plan shown on sheet 29 of the drawings
No:-
prepared by Noel Covey & Associates, and other measures as deemed Date:- Regular Monitoring (Weekly)
necessary to control erosion and minimise sediment transport. Approx Time:- am/pm Special Event Monitoring (briefly describe event)
Management Strategy Site Foreman to identify direction of stormwater land flows and flows resulting
from construction, and provide sediment fences, rock filter dams, turf strips, Date Condition Corrective
Item Control Acceptable Action Corrective Action Taken
stormwater pit entry filters, and other measures as shown on the plan or as Monitored Measure Required (Describe)
Installed ü û
deemed necessary to prevent uncontrolled stormwater flows over unprotected
areas, and avoid sediment transport to waterways and stormwater pits.
Tasks and Actions Erect sediment barriers as shown on sheet 29 of the drawings, and at other Sediment
Fences
Required locations as deemed necessary by visual inspection. Temporary rock filter
dams are to be placed at all concentrated stormwater flow outlet locations
and maintained with fresh filter screenings throughout the duration of Rock
construction. All earthworks areas to be topsoiled and seeded or Filter
Dams
hydromulched upon completion of profiling. All footpath areas to be
provided with a minimum 4m wide turf strip behind kerb and channel
Stormwater
SURVEY DATUM
immediately after footpath area construction and topsoil profiling is
completed. Outlets
Performance Indicators Site ForemanStrategically
to - place filters around all stormwater pits.
check for erosion and sediment flows at base of all
·
embankments and other
.
Catchpit
exposed areas after rain; Areas
· check that rock filter dams are working during rain periods;
· check that all sediment fences and other erosion control
mechanisms are Pavement
Areas ASSOCIATED CONSULTANTS
working during rain periods; and
Monitoring · clean and
Site Foreman maintainperformance
to monitor filter fabric of
covers to pits after
all sediment rain on
controls periods.
a
regular weekly basis and after every rainfall event. Any damaged Bottom
of
sediment control item is to be rectified, and trapped silt removed and Embankment
deposited in an area not prone to erosion.
Responsible Person Site Foreman to be responsible for all inspections and maintenance of sediment Humeceptors/
Gross
control measures. Pollutant
Traps
Reporting Site Foreman is to complete the Environmental Diary for sediment control on a
weekly basis as a minimum, but also after every significant rainfall event or
other special event affecting the sediment control measures. The Detention
Basin
Environmental Diary shall be completed and delivered to the Superintendent for
record and audit purposes with each progress claim for the construction works.
Corrective Actions The Site Foreman to arrange for installation of additional sediment Other
controls and/or improve maintenance controls and replacement of
screenings to filter dams as required, and report on measures taken Any Special Comments:-
in the Environmental Diary. Signed:-
REVISION LIST
A ORIGINAL ISSUE 21/5/25
A ORIGINAL ISSUE 21/5/25
Computer File
250314OPW.DWG
DRAWING NUMBER SHEET REV.
25-0314-C5 5 B