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Appendix B Updated SWMP Request for a Minor Change to the Conditions specified within the Decision Notice 11 Robert Street, Noosaville 4566 QLD Lot 1 on RP168283 Interplan PTY LTD
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Full text of sections 2 to 14 (of 38)
Section 2
STORMWATER MANAGEMENT REPORT PROPOSED UNIT COMPLEX 11 ROBERT STREET, NOOSAVILLE ISSUED 26/2/2025 (UPDATED 20/8/25) Report by Mr. J. Lindsay (RPEQ 4928) REF: - 240771
Section 3
LINDSAY CONSULTING PTY LTD- STRUCTURAL AND CIVIL ENGINEERS
ACN 079 744 808 ABN 61 478 386 385 GST REGISTERED, AS TRUSTEE FOR THE LINDSAY FAMILY TRUST
INDEX
1. Introduction 2
2. Catchment Characteristics And Hydrology 2
3. Roof water Detention and Disposal 2
4. Traffic Management Plan (TCMP) 3
5. Erosion Control 4
6. Waste Management 5
7. Working Hours 5
APPENDICES
APPENDIX A - Rainfall Calculations
APPENDIX B - Drawings 24-0771-D1 to D13
REF: 240771 1 20 August 2025
Section 4
LINDSAY CONSULTING PTY LTD- STRUCTURAL AND CIVIL ENGINEERS
ACN 079 744 808 ABN 61 478 386 385 GST REGISTERED, AS TRUSTEE FOR THE LINDSAY FAMILY TRUST
1. INTRODUCTION
The proposed development is a 3 unit double storey townhouse unit development, which
is to be constructed at 11 Robert Street, Noosaville The purpose of this report is to
determine the runoff from the site and to mitigate this runoff to a pre-development 0.10
AER flow through the use of an above ground detention tank.
The stormwater system is to be a gravity system connected into the existing stormwater
system at the road frontage.
In carrying out this report the following Standards and Policies have been utilised:-
• Noosa Council Town Planning Scheme
• Australian Rainfall and Runoff 2016
• Queensland Urban Design Manual 2018
2. CATCHMENT CHARACTORISTICS AND HYDROLOGY
The site is a 1296 sqm residential site with the site to be predominantly non-impervious.
All roofs for the proposed development shall be directed to the detention tank.
Due to the small size of the catchment the rational method was adopted in calculating the
runoff from the site.
The kinematic wave equation was used to determine the critical time of concentration for
the catchment based on the rainfall from the site as calculated using ARR 2016 for
various event intervals.
Coefficients of runoffs from QUDM were utlised in the calculations of the runoffs from
the site for the various return intervals.
As per the spreadsheet contained in appendix A the runoff from the entire site was
determined to be 59 lt/sec for the 0.10 AER and 103l/s for the 0.01 AEP for a 10 Minute
storm with the non-worsening volume for the site for the 0.01 AEP storm determined to
be 9000 lt. Refer calculations and table below:-
REF: 240771 2 20 August 2025
Section 5
LINDSAY CONSULTING PTY LTD- STRUCTURAL AND CIVIL ENGINEERS
ACN 079 744 808 ABN 61 478 386 385 GST REGISTERED, AS TRUSTEE FOR THE LINDSAY FAMILY TRUST
DESIGN STORM NON-WORSENING ROOF AND
RETURN INTERVAL VOLUME FOR DRIVEWAY
(AER) STORM (m3) VOLUME FOR
DESIGN STORM (m3)
63% 3 8
50% 3 10
20% 4 15
10% 5 19
5% 6 23
2% 8 29
1% 9 33
3. ROOFWATER DETENTION
In relation to the minimization of the runoff from the site Lindsay Consulting Pty Ltd
have adopted a non-worsening arrangement for the detention based on the entire site,
based on the 0.01 AEP flow from the 5 minute storm. Based on the non-worsening
volume of 9000 lt a 10000 lt detention tank has been adopted for the site, with the tank
located under the visitor carpark at the front of the development, allowing for gravity
flow to the street from the overflow weir.
The flow off the site is to be limited to the 63% AEP pre-developed flow rate, as
determined in Appendix A, and as shown in the table above. The flow has been limited
using a 30 mm Dia low flow pipe in the detention tank weir with the weir overflow level
set at the 0.01 AEP storm volume.
Drawing 24-0771-D1 to D13 details the proposed water detention tank for the project,
which has been changed to a inground series of interconnected pipes.
4. TRAFFIC MANAGMEENT PLAN (TMCP)
A traffic management plan shall be as per a future detail with the site access limited to
the rumble strip as shown on the engineering drawing.
REF: 240771 3 20 August 2025
Section 6
LINDSAY CONSULTING PTY LTD- STRUCTURAL AND CIVIL ENGINEERS
ACN 079 744 808 ABN 61 478 386 385 GST REGISTERED, AS TRUSTEE FOR THE LINDSAY FAMILY TRUST
5. EROSION CONTROL
Any vegetation required to be removed for construction of the proposed development
shall be cleared with the entire root system removed. Grass shall be stripped only as
necessary with the topsoil to remain on site. Topsoil may be stockpiled on site for use
after construction of the residence.
All vegetation stripped from the site shall be removed off site to a council approved
disposal area.
The site shall be provided with a silt fence in accordance with Drawing 24-0771-D1 to
D13.
If any fill material is required to be brought onto site the proposed fill material shall be
assessed to evaluate whether the fill contains acid sulphate material.
Excavation shall be limited to that necessary to carry out construction with batters
constructed to minimise erosion potential.
Site access shall be via the gravel access road to be constructed on site. As detailed on
drawing 24-0771-D1 to D13 a 150 mm CBR 15 gravel access road shall be constructed
on the site.
ALL ACCESS TO THE SITE SHALL BE VIA THIS ACCESS DRIVEWAY.
REF: 240771 4 20 August 2025
Section 7
LINDSAY CONSULTING PTY LTD- STRUCTURAL AND CIVIL ENGINEERS
ACN 079 744 808 ABN 61 478 386 385 GST REGISTERED, AS TRUSTEE FOR THE LINDSAY FAMILY TRUST
6. WASTE MANAGEMENT
All waste from the site shall be collected in a waste skip or a fence off area specifically
set-aside for waste disposal. If a fenced off area is utilised then access to the enclosure
via a bobcat shall be available.
7. WORKING HOURS
Working hours for the duration of the construction period shall be as per Sunshine Coast
Regional Council guidelines or as set out in the town planning requirements.
On and Behalf of
LINDSAY CONSULTING PTY LTD RPECQ 391
Jason Lindsay
RPEQ
REF: 240771 5 20 August 2025
Section 8
LINDSAY CONSULTING PTY LTD- STRUCTURAL AND CIVIL ENGINEERS
ACN 079 744 808 ABN 61 478 386 385 GST REGISTERED, AS TRUSTEE FOR THE LINDSAY FAMILY TRUST
APPENDIX A
REF: 240771 6 20 August 2025
Section 9
LINDSAY CONSULTING PTY LTD
RAINFALL VOLUME CALCULATIONS
Project Project Number
11 ROBERT STREET, NOOSAVILLE Client
240771
GJ GARDNER NOOSA
SITE INFORMATION
Total Site Area 1296 sqm
RAINFALL INTENSITIES (FROM BOM, ARR 2016) Limiting runoff from Site (Dia 450) 999 m3/sec (999 voids this check)
Pavement area to Detention Tank 0 sqm
Annual Exceedance Probability (AEP) Storage in bio-retention basins 0 cbm
Duration 63.20% 50%# 20%* 10% 5% 2% 1% Roof Area into Detention Tank 711 sqm
1 min 177 199 266 311 355 413 456 Site Area 1296 sqm
2 min 151 170 231 275 319 381 431 Travel length 40 m
3 min 142 159 216 256 296 352 396 Site Slope 0.01
4 min 135 151 205 241 278 327 365 Surface Roughness 0.2
5 min 128 144 194 228 262 306 341 Land Description L L/M/D
10 min 105 117 157 182 207 239 264 Soil Permeability H High/Medium/Low (H/M/L)
15 min 89 99.7 132 154 175 202 222 L ==> Light cover bushland, or poor grass cover, or low density pasture, or low cover bare fallows
30 min 62.8 70.3 94 110 125 146 161 M ==> Medium Density Bush, or good grass cover, or high density pasture, or zero tilling cropping
1 hour 41.6 46.8 63.5 75 86.5 102 114 H ==> Dense Bushland
2 hour 26.7 30.3 42 50.3 58.7 70.2 79.4 Un-Developed Fraction Impervious 0.4 From Fig. 4.05.1 in QUDM (2007)
3 hour 20.6 23.5 33 39.8 46.7 56.3 63.9 Developed Fraction Impervious 1 From Fig. 4.05.1 in QUDM (2007)
6 hour 13.3 15.3 22 26.8 31.7 38.4 43.7 One Hr rainfall Intensity for Q10 75 mm/hr
12 hour 8.64 10.1 14.7 18 21.4 26.1 29.7 Calculated Travel Time 11 Min Must equal time selected for intensity
24 hour 5.63 6.58 9.73 12 14.3 17.5 20 Adopted Storm Time 10 min
48 hour 3.57 4.18 6.2 7.65 9.15 11.4 13.2
72 hour 2.68 3.13 4.64 5.74 6.88 8.62 10.1 Detention Tank Provided 10000 lt
Average Expected Return Interval (AER)
63% 50% 20% 10% 5% 2% 1%
Intensity (for Return Interval) 105.00 117.00 157.00 182.00 207.00 239.00 264.00
Undeveloped Developed Undeveloped Developed Undeveloped Developed Undeveloped Developed Undeveloped Developed Undeveloped Developed Undeveloped Developed
C10 value 0.780 0.900 0.780 0.900 0.780 0.900 0.780 0.900 0.780 0.900 0.780 0.900 0.780 0.900
Fy Factor 0.800 0.800 0.850 0.850 0.950 0.950 1.000 1.000 1.050 1.050 1.150 1.150 1.200 1.200
Cy 0.624 0.720 0.663 0.765 0.741 0.855 0.780 0.900 0.819 0.945 0.897 1.035 0.936 1.080
Q (m3/sec) 0.024 0.027 0.028 0.032 0.042 0.048 0.051 0.059 0.061 0.070 0.077 0.089 0.089 0.103
Total Rainfall for event (m3) 17 20 30 36 43 54 62
Total Non-Worsening Volume for Storm (m3) 3 3 4 5 6 8 9
Roof Area Runoff for Storm (m3) 8 10 15 19 23 29 33
SQUARE EDGE ORIFICE CALCULATION
Q 59.01517
C 0.6
g 9.81
h 0.8 Height from orifice centre line to water level
A 0.024827
Dia 177.7927 required diameter
SQUARE EDGE ORIFICE CALCULATION
Dia 30
C 0.6
g 9.81
h 0.8
A 0.000707
Q 1.680266 orifice flow rate
Section 10
LINDSAY CONSULTING PTY LTD- STRUCTURAL AND CIVIL ENGINEERS
ACN 079 744 808 ABN 61 478 386 385 GST REGISTERED, AS TRUSTEE FOR THE LINDSAY FAMILY TRUST
APPENDIX B
REF: 240771 7 20 August 2025
Section 11
PROPOSED TRIPLEX
NO. 11 (LOT 1 RP168283) ROBERT STREET, NOOSAVILLE LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
JOB NO. 240771
LTD
RPEQ 4928
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
THIS DRAWING REMAINS THE PROPERTY OF
SCHEDULE OF DRAWINGS
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
DWG DESCRIPTION LINDSAY CONSULTING PTY LTD
OPW1 LOCALITY PLAN & SCHEDULE OF DRAWINGS CLIENT AND PROJECT DESCRIPTION
OPW2 GENERAL NOTES
GJ GARDNER NOOSA
OPW3 CIVIL WORKS PLAN
OPW4 STORMWATER PLAN PROPOSED TRIPLEX
11 ROBERT STREET,
OPW5 EARTHWORKS PLAN NOOSAVILLE
OPW6 EROSION CONTROL PLAN
DRAWING TITLE
OPW7 CONSTRUCTION MANAGEMENT
COVER PAGE
OPW8 AV TURNING CIRCLES
OPW9 DIMENSIONS
SCALES
SURVEY DATUM
.
ASSOCIATED CONSULTANTS
Protect your
PERSONAL
INTERESTS.
HEAD
EYES
EARS
PROPOSED SITE LOCALITY PLAN HANDS
BODY
LOCATION NOT TO SCALE
FEET
WARNING REVISION LIST
THE CONTRACTOR SHALL CONFIRM THE A ORIGINAL ISSUE 5/10/24
LOCATION OF ALL EXISTING SERVICES ON AND B REVISED 29/10/24
C REVISED 24/2/25
EXTERIOR TO THE SITE INCLUDING WATER D REVISED 11/8/25
MAINS, SEWER MAINS, GAS MAINS,
TELECOMMUNICATION CABLES, ELECTRICAL
CONDUITS, AND STORMWATER PIPES. ANY
IT IS THE RESPONSIBILITY OF THE FOREMAN TO NOTE DAMAGE TO EXISTING SERVICES SHALL BE
CONTACT THE RELEVANT SERVICE AUTHORITIES TO THE ENGINEER MUST BE NOTIFIED OF REPAIRED AT THE CONTRACTORS EXPENSE
ASCERTAIN THE EXACT LOCATION OF SERVICES CHANGES PLANS. IF NOT, AS CONSTRUCTED THE ENGINEER MUST BE NOTIFIED OF
PRIOR TO CONSTRUCTION DRAWINGS WILL NOT BE ISSUED CHANGES PLANS. IF NOT, AS CONSTRUCTED Computer File
240771OPW.DWG
DRAWINGS WILL NOT BE ISSUED DRAWING NUMBER SHEET REV.
24-0771-OPW1 1 D
Section 12
PROJECT NOTES (NOTE THAT ALL NOTES MAY NOT APPLY)
GENERAL GENERAL (CONTIINUED) EARTHWORKS CONTINUED SOIL NOTES SEWERAGE SUPPLY NOTES
1. TOPSOIL AND SUBSOIL SHALL BE STOCKPILED
SOIL NOTE
1. THESE ENGINEERING DRAWINGS HAVE BEEN 27. ALL REDUNDANT CROSSOVERS, ETC SHALL BE • COMPACTION STANDARDS FOR FILLING MATERIAL SEPARATELY. 1. ALL WORK AND MATERIALS SHALL BE IN
PREPARED FROM INFORMATION AVAILABLE AT REMOVED ACCORDANCE WITH CURRENT SOUTH EAST
THE TIME. AS THIS INFORMATION MAY BE THE CONTROLLED FILLING 2. CARE SHALL BE TAKEN TO PREVENT SEDIMENT QUEENSLAND SEWERAGE CODE SPECIFICATIONS
SUBJECT OF CHANGE PRIOR TO OR DURING 28. ALL FILL SHALL BE APPROVED BY THE FROM ENTERING THE STORMWATER SYSTEM. AND STANDARDS.
CONSTRUCTION, THE CONTRACTOR IS SUPERVISING ENGINEER PRIOR TO USE (A) SAND FILLING UP TO 800 DEEP,PLACED THIS MAY INVOLVE PLACING APPROPRIATE
REQUESTED TO ADVISE THE ENGINEER WHERE IN MAXIMUM 300mm THICK LAYERS SEDIMENT CONTROLS AROUND STOCKPILES. 2. UNLESS SPECIFIED OTHERWISE ALL MATERIALS
DIFFERENCES OCCUR. THESE DRAWINGS SHALL SAFETY AND COMPACTED WITH A VIBRATING AND WORK SHALL COMPLY WITH THE RELEVANT
LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
NOT BE USED FOR FINAL SETOUT OF THE ROLLER TO ACHIEVE A MINIMUM 3. IF ACID SULPHATE SOILS EXIST IN THE WORKS AUSTRALIAN STANDARDS.
PROJECT UNLESS SPECIFICALLY STATED. DYNAMIC CONE PENETRO- METER LTD
1. REFER TO THE PROJECT DOCUMENTS FOR AN AREA. THE OUTPUTS FROM THE RISK
READING OF 7 BLOWS PER 300 ASSESSMENT BASED ON THE QUEENSLAND ACID 3. THE CONSTRUCTION OF THE SEWERAGE WORK
ASSESSMENT OF THE RISKS ASSOCIATED WITH
2. INSPECTIONS ARE REQUIRED TO BE PERFORMED PENETRATION (REFER AS 1289.F3.3). SULPHATE SOIL TECHNICAL MANUAL SHALL BE SHOWN ON THIS DRAWING SHALL BE SUPERVISED
THE ANY WORKS AND RECOMMENDED
BY A DULY APPOINTED COMPETENT PERSON(S). CONFORMED TO. BY AN ENGINEER WHO HAS RPEQ REGISTRATION RPEQ 4928
TREATMENTS.
REFER TO PRINCIPLE CONTRACTOR, CERTIFIER, SAND FILL MAY BE FLOODED IF AND ENDORCEMENT FROM THE RELEVENT
STATE GOVERNMENT LEGISLATION OR COUNCIL NECESSARY TO ACHIEVE THIS AUTHOIRITY . SEWERAGEWORKS NOT COMPLYING OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
CREEK CROSSING NOTES
CREEK CROSSINGS NOTES
2. WHERE THERE IS IS NO OVER RIDING PROJECT
FOR FOR HOLD POINTS.
DOCUMENT/ SPECIFICATIONS THEN REFER TO
COMPACTION STANDARD, PROVIDED
THE WATER CAN SUBSEQUENTLY BE
WITH THIS REQUIREMENT WILL NOT BE
PERMITTED TO CONNECT INTO THE SEQ SERVICE
THIS DRAWING REMAINS THE PROPERTY OF
3. THESE DRAWINGS SHALL BE READ IN
THE PRINCIPLE CONTRACTOR FOR ALL SAFETY
REQUIREMENTS
DRAINED FROM THE SITE. 1. SILTATION CONTROL MEASURES SHALL BE PROVIDER SEWERAGE SYSTEM. LINDSAY CONSULTING PTY LTD AND IS FOR
CONJUNCTION WITH ALL ARCHITECTURAL AND PLACED DOWNSTREAM OF ANY EXCAVATION
OTHER CONSULTANTS DRAWINGS AND (B) NON-SAND FILLING UP TO 400 DEEP, WORK. 4. ALL WORK ASSOCIATED WITH LIVE SEWERS OR THE SOLE USE OF THE CLIENT. NO PART
3. CONSULTATION WITH AFFECTED PARTIES IS
SPECIFICATIONS AND WITH SUCH OTHER
MANDATORY WHEN IDENTIFYING
PLACED IN MAXIMUM 150 mm THICK MAINTENANCE HOLES SHALL BE CARRIED OUT BY MAY BE USED IN PART OR WHOLE WITHOUT
WRITTEN INSTRUCTIONS AS MAY BE ISSUED LAYERS AND COMPACTED WITH A 2. APPROPRIATE SEDIMENT CONTROLS SHALL BE THE SEQ SERVICE PROVIDER AT THE
DURING THE COURSE OF THE CONTRACT.
HAZARDS,ASSESSING RISKS AND DECIDING ON
MECHANICAL ROLLER. CLAY FILL USED TO PREVENT SEDIMENT FROM ENTERING DEVELOPER'S COST. PRIOR EXPRESS WRITTEN CONSENT OF
CONTROL MEASURES.
4. ALL DISCREPANCIES SHALL BE REFERRED TO THE
SHALL BE MOIST DURING
COMPACTION.
THE CREEK.
5. ALL PIPES AND MATERIALS SHALL COMPLY WITH
LINDSAY CONSULTING PTY LTD
4. CONSTRUCTION SHALL BE CARRIED OUT USING
ARCHITECT/ENGINEER FOR DECISION BEFORE 3. NO SOIL SHALL BE STOCKPILED WITHIN 5m OF THE REQUIREMENTS OF THE "ACCEPTED
PROCEEDING WITH THE WORK.
SAFE WORK METHODS AND IN ACCORDANCE
WITH THE FOLLOWING DOCUMENTS:-
(C) CONTROLLED FILLING SHALL
CONTINUE FOR AT LEAST 1 METRE
THE CREEK. PRODUCTS ANDMATERIALS" LIST. CLIENT AND PROJECT DESCRIPTION
5. ALL DIMENSIONS RELEVANT TO SETTING OUT AND PAST THE EDGE OF THE FOOTING
REHABILATION 6. EACH ALLOTMENT SHALL BE SERVED BY A DN110
REHABILIATION NOTES
OFF-SITE WORK SHALL BE VERIFIED BY THE LEGISLATION BEAM AND SHALL BE BATTERED BACK PE (OR DN100 PVC) PROPERTY CONNECTION. FOR
CONTRACTOR BEFORE CONSTRUCTION AND TO THE ORIGINAL SURFACE WITH A ALLOTMENTS OTHER THAN SINGLE RESIDENTIAL,
FABRICATION IS COMMENCED. -
-
WORKPLACE HEALTH AND SAFETY ACT 2011
WORKPLACE HEALTH AND SAFETY REGULATION
SLOPE OF NO MORE THAN
1:2 (VERT : HOR).
1. PREDISTURBANCE SOIL PROFILES AND
COMPACTION LEVELS SHALL BE REINSTATED.
A DN160 PE (OR DN150 PVC) PROPERTY
CONNECTION SHALL BE PROVIDED.
GJ GARDNER NOOSA
6. THE ENGINEER'S DRAWINGS SHALL NOT BE 2011
SCALED. (D) WHERE THE DEPTH OF FILLING 2. PREDISTURBANCE VEGETATION PATTERNS SHALL 7. PROPERTY CONNECTIONS SHALL BE LOCATED
QUEENSLAND GOVERNMENT CODES OF
PROPOSED TRIPLEX
MATERIAL EXCEEDS THAT SPECIFIED BE RESTORED. WITHIN THE PROPERTY AS SHOWN IN THE
7. DURING CONSTRUCTION THE CONTRACTOR PRACTICE ABOVE, THE FILLING MATERIAL SHALL DRAWINGS.
SHALL BE RESPONSIBLE FOR MAINTAINING THE BE COMPACTED AS FOLLOWS:- STORMWATER DRAINAGE NOTES
STRUCTURE IN A STABLE CONDITION AND
ENSURING NO PART SHALL BE OVERSTRESSED
- CONFINED SPACES: CODE OF PRACTICE 7443
(i) SAND FILL TO 65% DENSITY 1. ANY CHANGES SHALL BE APPROVED BY THE
8. PROPERTY CONNECTION BRANCHES SHALL
EXTEND INTO THE PROPERTY A MINIMUM OF 300
11 ROBERT STREET,
NOOSAVILLE
- FORMWORK CODE OF PRACTICE 7443
UNDER CONSTRUCTION ACTIVITIES. - HAZARDOUS MANUAL TASKS: CODE OF PRACTICE INDEX IN ACCORDANCE WITH ENGINEER IN WRITING PRIOR TO CARRYING OUT mm AND A MAXIMUM OF 750 mm. UNITYWATER
7443 AS1289.E6.1 OF THE WORKS REQUIRES MINIMUM EXTENSION OF 500 mm INTO
8. WORKMANSHIP AND MATERIALS ARE TO BE IN - HOW TO MANAGE WORK HEALTH AND SAFETY PROPERTY.
ACCORDANCE WITH THE RELEVANT CURRENT (ii) NON-SAND FILL TO 95% 2. ALL LEVELS TO AHD.
RISKS: CODE OF PRACTICE 2011
S.A.A. CODES INCLUDING ALL AMENDMENTS, AND MAXIMUM DRY DENSITY 9. WHERE PIPES ARE LAID IN FILL, THE FILLING
- MANAGING NOISE AND PREVENTING HEARING
THE LOCAL STATUTORY AUTHORITIES, EXCEPT
WHERE VARIED BY THE CONTRACT DOCUMENTS.
LOSS AT WORK: CODE OF PRACTICE 2015
(STANDARD COMPACTION) IN
ACCORDANCE WITH AUSTRALIAN
3. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS SHALL BE CARRIED OUT IN LAYERS NOT
EXCEEDING 300 mm (LOOSE) IN DEPTH AND SHALL
DRAWING TITLE
- MANAGING THE RISK OF FALLS AT WORKPLACES: NOTED OTHERWISE.
GENERAL NOTES
STANDARD BE COMPACTED UNTIL THE COMPACTION IS NOT
CODE OF PRACTICE 2011
9. THE APPROVAL OF A SUBSTITUTION SHALL BE 4. ALL DIMENSIONS AND LEVELS ARE TO BE LESS THAN 95% OF THE MATERIALS MAXIMUM
- MANAGING WORK ENVIRONMENT AND FACILITIES:
SOUGHT FROM THE ENGINEER, BUT IS NOT AN CHECKED ON-SITE BEFORE WORK COMMENCES. COMPACTION WHEN TESTED IN ACCORDANCE
CODE OF PRACTICE 2011
AUTHORIZATION FOR AN EXTRA. ANY EXTRA (iii) COMPACTION TESTS SHALL BE WITH A.S. 1289 (MODIFIED COMPACTION). TESTING
- MOBILE CRANE: CODE OF PRACTICE 2006
INVOLVED MUST BE TAKEN UP WITH THE CARRIED OUT ON EACH LAYER 5. DIMENSIONS SHALL NOT BE OBTAINED BY SHALL BE CARRIED OUT AFTER EACH ALTERNATE
- SCAFFOLDING: CODE OF PRACTICE 2009
ARCHITECT/ENGINEER AND/OR PRINCIPLE AS THE FILLING IS PLACED. IF SCALING THE DRAWING. LAYER. IN ALL SUCH CASES APPROVAL OF
- STEEL CONSTRUCTION: CODE OF PRACTICE 2004
BEFORE THE WORK COMMENCES. THE COMPACTION STANDARD CONSTRUCTED SEWERS WILL NOT BE ISSUED BY
- TILT-UP AND PRE-CAST CONSTRUCTION
SPECIFIED IS NOT ACHIEVED, 6. FOR BUILDING SET-OUT REFER ARCHITECTURAL THE SEQ SERVICE PROVIDER UNLESS
INDUSTRY CODE OF PRACTICE 2003
10. UNLESS NOTED OTHERWISE ALL DIMENSIONS THEN A "PIER AND SLAB" AND DRAWINGS CERTIFICATES ARE PRODUCED CERTIFYING THAT
- TOWER CRANE: CODE OF PRACTICE 2006
ARE IN MILLIMETRES "PIER AND BEAM" FOOTING THE REQUIRED COMPACTION HAS BEEN
- WORK HEALTH AND SAFETY CONSULTATION,
CO-OPERATION AND CO-ORDINATION CODE OF
DESIGN SHALL BE ADOPTED 7. THE LOCATION AND DEPTH OF ALL SERVICES ACHIEVED. SCALES
11. ALL LEVELS ARE EXPRESSED IN METRES. WITH ALL PIERS FOUNDED SHALL BE VERIFIED ON SITE WITH THE
PRACTICE 2011
ON THE NATURAL UNDERLYING REVLEVANT AUTHORITY PRIOR TO THE 10. WHERE SEWERS HAVE A GRADE OF 1 IN 20 OR
- SAFE DESIGN OF STRUCTURES CODE OF
12. ALL PROPS AND FORMWORK FOR BEAMS AND MATERIAL. COMMENCEMENT OF WORKS STEEPER,BULKHEADS SHALL BE CONSTRUCTED
PRACTICE 2014 OTHER REFERENCES:
SLABS SHALL BE REMOVED BEFORE IN ACCORDANCE WITH THE SEQ SEWER CODE.
- NATIONAL CODE OF PRACTICE FOR PRECAST,
CONSTRUCTION OF ANY MASONRY WALLS OR ROLLED FILLING 8. DURING CONSTRUCTION BARRIERS, LIGHTS &
TILT UP AND CONCRETE ELEMENTS IN BUILDING
PARTITIONS ON THE FLOOR. SIGNS SHALL BE MAINTAINED TO ENSURE SAFE 11. THE CONTRACTOR SHALL VERIFY THE LOCATION
CONSTRUCTION, 2008
(A) SAND FILLING UP TO 600 DEEP, PASSAGE OF TRAFFIC AND PEDESTRIANS IN AND DEPTH OF EXISTING SERVICES WITH
13. ALL NON LOAD BEARING WALLS SHALL BE KEPT PLACED IN MAXIMUM 300mm THICK ACCORDANCE WITH THE REQUIREMENTS OF THE RELEVANT AUTHORITIES BEFORE COMMENCING
CLEAR OF THE UNDERSIDE OF SLABS AND CONTRACTORS SUBMISSIONS LAYERS AND COMPACTED BY LOCAL AUTHORITY. WORKS.
BEAMS BY 20mm REPEATED ROLLING WITH AN
1. THE REINFORCEMENT, PRE-STRESSING AND EXCAVATOR. 9. ALL WORK AND MATERIALS SHALL BE IN 12. SEWERS SHALL BE DISUSED /ABANDONED IN
14. UNLESS OTHERWISE SHOWN. SUBTERRANEAN STRUCTURAL STEEL MATERIAL SUPPLIER MUST ACCORDANCE WITH CURRENT LOCAL ACCORDANCE WITH PROCEDURES SET OUT IN
TERMITE PROTECTION SHALL BE IN ACCORDANCE BE CERTIFIED BY ACRS (AUSTRALIAN STANDARDS (B) NON-SAND FILING UP TO 300 DEEP, AUTHORITIES SPECIFICATIONS AND STANDARDS. THE SEQ SEWER CODE.
WITH AS 3660 - PART 1 AND THE BCA. CERTIFICATION AND VERIFICATION OF PLACED IN MAXIMUM 150mm THICK
REINFORCING, PRE-STRESSING AND STRUCTURAL LAYERS AND COMPACTED BY 10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR 13. BENCH MARK AND LEVELS TO AHD.
15. NON-STRUCTURAL ITEMS SUCH AS DAMP PROOF STEELS) FOR THE SUPPLY OF REINFORCEMENT, REPEATED ROLLING WITH AN NOTIFYING ALL RELEVANT AUTHORITIES AND
COURSING, FLASHING AND WEEP HOLES ARE PRE-STRESSING STRUCTURAL STEEL. EXCAVATOR PAYING ALL FEES NECESSARY BEFORE 14. EXISTING ALLOTMENTS REQUIRING A PROPERTY
NOT SHOWN FOR CLARITY. REFER TO THE COMMENCING WORK, FOR LOCATING ALL CONNECTION FROM EXISTING SEWERS SHALL BE
ARCHITECTURAL DETAILS AS REQUIRED 2. SUBMIT CURRENT CERTIFICATES. (C) WHERE THE DEPTH OF FILLING EXISTING SERVICES AND FOR REPAIR OF ANY PROVIDED BY THE SEQ SERVICE PROVIDER AT
MATERIAL EXCEEDS THAT SPECIFIED SERVICES DAMAGED AS A RESULT OF THE THE DEVELOPERS COST. SURVEY DATUM
16. ALL STORMWATER CULVERTS TO BE RCP CLASS
EARTHWORKS ABOVE, THE FILLING MATERIAL SHALL FOOTPATHS AND PRIVATE PROPERTY SHALL BE
2. ALL ROOFWATER PIPES TO BE uPVC, CLASS SH BE COMPACTED AS FOLLOWS:- REINSTATED TO THEIR ORIGINAL CONDITION. WATER SUPPLY NOTES
17. SILT MANAGEMENT PLAN TO REMAIN IN PLACE
UNTIL COMPLETION OF WORKS
1. EARTHWORKS TO COMPLY WITH AS3798.
(i) SAND FILL TO 65% DENSITY
INDEX IN ACCORDANCE WITH
11. ANY OBSOLETE/REDUNANT CIRCUITWAY 1. ALL WORK AND MATERIALS SHALL BE IN
.
2. STRIP SITE OF ALL TOPSOIL, VEGETATION AND CROSSINGS AND DRAINAGE OUTLETS FROM THE ACCORDANCE WITH CURRENT SOUTH EAST
AS1289.E6.1 KERB AND CHANNEL INCLUDING ASSOCIATED
DELETERIOUS MATTER TO A MINIMUM DEPTH OF QUEENSLAND WATER SUPPLY CODE
18. ALL PROPOSED OPERATIONAL WORKS SHALL BE PIPES ACROSS THE FOOTPATH SHALL BE
150 mm. SPECIFICATIONS AND STANDARDS.
CONSTRUCTED IN ACCORDANCE WITH COUNCIL'S
OPERATIONAL WORKS APPROVAL LETTER AND
3. PROOF ROLL SUBGRADE TO REVEAL SOFT SPOTS.
(ii) NON-SAND FILL TO 95%
MAXIMUM DRY DENSITY
REMOVED AND THE KERB AND CHANNEL AND
FOOTPATH REINSTATED TO THE LOCAL 2. UNLESS SPECIFIED OTHERWISE ALL MATERIALS
ASSOCIATED CONSULTANTS
COUNCIL'S DECISION (STANDARD COMPACTION) IN AUTHORITIES CURRENT SPECIFICATIONS AND OR
SOFT SPOTS TO BE REMOVED AND BACKFILLED. AND WORK SHALL COMPLY WITH THE RELEVANT
ACCORDANCE WITH AUSTRALIAN STANDARDS
ALL NATURAL SUBGRADE IS TO BE COMPACTED AUSTRALIAN STANDARDS.
19. CONCRETE KERB RAMPS SHALL BE ALIGNED TO STANDARD
TO ACHIEVE A DENSITY INDEX OF 70%.
COMPLY WITH COUNCIL'S STANDARD DRAWING 12. THE CONTRACTOR'S ATTENTION IS DRAWN TO 3. ADOPT LIP OF KERB OR SHOULDER OF ROAD AS
AND SHALL BE CONSTRUCTED STRICTLY IN (iii) COMPACTION TESTS SHALL BE THE REQUIREMENTS OF THE WORKPLACE HEALTH
4. MATERIAL WON FROM SITE TO BE INSPECTED BY PERMANENT LEVEL.
ACCORDANCE WITH COUNCIL STANDARD CARRIED OUT ON EACH LAYER AND SAFETY ACT 1995. ALL WORK IS TO BE
ENGINEER FOR APPROVAL PRIOR TO USE AS
AS THE FILLING IS PLACED. IF CARRIED OUT IN ACCORDANCE WITH THIS ACT
FILLING UNDER SLABS. ANY IMPORTED FILL TO 4. COVER ON MAINS FROM PERMANENT LEVEL TO
20. ALL TEMPORARY AND PERMANENT ROAD SIGNS THE COMPACTION STANDARD AND IN PARTICULAR THE CONTRACTOR TO
HAVE A MINIMUM CBR VALUE OF 15%. ALL FILL TO BE AS SHOWN IN SEQ-WAT-1200-2.
AND LINEMARKING SHALL COMPLY WITH THE SPECIFIED IS NOT ACHIEVED, ENSURE THE REQUIREMENTS OF THIS
BE COMPACTED TO EITHER CONTROLLED OR
CURRENT MANUAL OF UNIFORM TRAFFIC THEN A "PIER AND SLAB" AND SPECIFICATION WITH REGARD TO 'NOTIFICATION
ROLLED FILL STANDARD AS SPECIFIED 5. CONDUITS TO BE INSTALLED IN ACCORDANCE
CONTROL DEVICES(M.U.T.C.D.). EXISTING LINE "PIER AND BEAM" FOOTING IN RELATION TO A NOTIFIABLE PROJECT ARE
ELSEWHERE WITH THE STANDARD DRAWINGS.
MARKING SHALL BE REMOVED BY GRINDING DESIGN SHALL BE ADOPTED FULFILLED.
NOT"BLACKING OUT". COUNCIL DOES NOT WITH ALL PIERS FOUNDED
5. WHERE SERVICE TRENCHES ARE REQUIRED TO 6. A WATER METER SUPPLIED AT THE DEVELOPER'S
APPROVE OF BLACKING OUT OF EXISTING LINE ON THE NATURAL UNDERLYING 13. BENCHING OF PIT STRUCTURES SHALL HAVE A
BE EXCAVATED BELOW FOOTING BASE LEVEL, COST, IS TO BE INSTALLED AT THE SERVICE POINT
MARKING. KERB MARKERS SHALL BE PROVIDED MATERIAL. SMOOTH FINISHED SURFACE, AND PIPES SHALL
SIDE OF TRENCH SHALL BE LOCATED AWAY FROM OF EACH LOT IN ACCORDANCE WITH THE
FOR ALL WATER, TELSTRA AND ANY OTHER NOT PROJECT INSIDE THE SHAFT OF THE PIT.
SIDE OF FOOTING BY THE SAME DISTANCE THAT STANDARD DRAWING FOR THE SEQ-SP.
SERVICE CONDUIT ROAD CROSSINGS AS
APPLICABLE.
THE TRENCH IS BELOW FOOTING BASE. WHERE VEGETATION PROTECTION
14. STORMWATER DRAINAGE PIPES SHALL BE UPVC
THIS CANNOT BE ACHIEVED, THE STRUCTURAL
ENGINEER SHALL BE CONTACTED FOR FURTHER
NOTES PIPE (MINIMUM SEWER CLASS SN8) TO AS 14. 1260
7. ALL MATERIALS USED IN THE WORKS SHALL
COMPLY WITH THE SEQ-SP's ACCEPTED
21. CONTRACTOR SHALL VERIFY ALL LOCATIONS OF OR APPROVED EQUIVALENT. MINIMUM COVER TO
DIRECTION. PRODUCTS AND MATERIALS LIST OR BE
SERVICES, ALL DIMENSIONS AND LEVELS PRIOR 1. TREES LOCATED ALONG THE FOOTPATH SHALL ROOFWATER PIPES SHALL BE 50mm EXCEPT APPROPRIATELY SHOWN, LISTED AND DEFINED IN
TO CONSTRUCTION. BE, TRANSPLANTED PRIOR TO CONSTRUCTION, WHERE REDUCED COVER IS REQUIRED TO
6. ALL SOIL CONDITIONS SHALL BE AS PER THE ENGINEERING SUBMISSION SO THAT THE
OR REPLACED IF DESTROYED. DISCHARGE TO THE KERB AND CHANNEL.
SPECIFIED GEOTECHNICAL REPORT. WHERE ALTERNATIVE PRODUCT OR MATERIAL CAN BE
22. ALL MATERIALS & WORKMANSHIP SHALL BE IN
CONDITIONS VARY FROM REPORT THE ASSESSED AND IF APPROPRIATE, APPROVED BY
ACCORDANCE WITH AS2890, THE BUILDING CODE 2. WHEN WORKING WITHIN 4m OF TREES, RUBBER 15. MINIMUM PIPE GRADES FOR STORMWATER AS
GEOTECHNICAL ENGINEER SHALL BE CONTACTED THE SEQ-SP.
OF AUSTRALIA (INCLUDING THE QUEENSLAND OR HARDWOOD GIRDLES SHALL BE 3500 PART 3: PIPES SHALL COMPLY WITH - 1.0%
FOR DIRECTIONS
SUPPLEMENT), THE QUEENSLAND BUILDING ACT CONSTRUCTED WITH 1.8m BATTENS CLOSELY (MIN) GRADE FOR PIPES < 150 DIA. - 0.5% (MIN) 8. ALL CONCRETE FOOTPATHS TO BE CLEAR OF
AMENDMENT ACT 1991 AND THE LOCAL SPACED AND ARRANGED VERTICALLY FROM GRADE FOR PIPES > 150 BUT < 375 DIA.
7. THE CONTRACTOR(S) SHALL FULLY INFORM WATER MAINS.
AUTHORITY'S BY-LAWS. GROUND LEVEL. GIRDLES SHALL BE STRAPPED
THEMSELVES OF THE GROUND CONDITIONS ON
TO TREES PRIOR TO CONSTRUCTION AND REMAIN 16. CONCRETE CIRCUITWAY AND PARKING AREAS 9. TEST/CHLORINATION POINTS TO BE INSTALLED IN
SITE PRIOR TO COMMENCEMENT OF THE WORKS
23. THE CONTRACTOR IS RESPONSIBLE TO OBTAIN UNTIL COMPLETION. SHALL BE CONSTRUCTED WITH 32 MPa
AND ADOPT SEEPAGE AND DRAINAGE CONTROL ACCORDANCE WITH STANDARD DRAWING
RELEVANT APPROVALS PRIOR TO
COMMENCEMENT OF WORKS.
AND CONSTRUCTION PRACTICES APPROPRIATE
3. TREE ROOTS SHALL BE TUNNELLED UNDER,
NO.SEQ-WAT-1410-1. REVISION LIST
17. REFER HYDRAULIC DRAWINGS FOR SANITARY
FOR THE SITE CONDITIONS.
RATHER THAN SEVERED. IF ROOTS ARE SEVERED DRAINAGE LAYOUTS. 10. THE CONSTRUCTION OF THE WATER
A ORIGINAL ISSUE 5/10/24
24. KERB MARKERS SHALL BE PROVIDED FOR ALL
WATER, TELSTRA AND ANY OTHER SERVICE
8. WHERE ANY FILLING IS CARRIED OUT ON THE SITE
THE DAMAGED AREA SHALL BE TREATED WITH A RETICULATION WORK SHOWN ON THIS DRAWING B REVISED 29/10/24
SUITABLE FUNGICIDE. CONTACT RELEVANT 18. COMPACTION OF MATERIAL UNDER CONCRETE
CONDUIT ROAD CROSSINGS AS APPLICABLE
AFTER THE COMPLETION OF THE SITE
COUNCIL ARBORIST FOR FURTHER ADVICE. CIRCUITWWAYS AND PARKING AREAS SHALL BE (i)
MUST BE SUPERVISED BY AN ENGINEER WHO HAS C REVISED 24/2/25
INVESTIGATION, THE FOLLOWING REQUIREMENTS RPEQ REGISTRATION. WORKS NOT COMPLYING
SHALL BE FOLLOWED: 75% MINIMUM DENSITY FOR COHESIONLESS WITH THIS REQUIREMENT WILL NOT BE D REVISED 11/8/25
25. ALL VARIATIONS SHALL BE BE APPROVED IN 4. ANY TREE LOPPING REQUIRED SHOULD BE MATERIAL (AS 1289 E5.1) AND (ii) 90% RELATIVE PERMITTED TO CONNECT TO THE RETICULATION
WRITING BY THE ENGINEER BEFORE BEING UNDERTAKEN BY AN APPROVED ARBORIST. DRY DENSITY (STD COMP.) FOR MATERIAL OTHER
• THE SITE SHALL BE STRIPPED OF ALL SYSTEM.
CARRIED OUT THAN (i)
VEGETATION PRIOR TO THE PLACEMENT OF ANY
FILLING MATERIAL.
26. THE CONTRACTOR SHALL CONFIRM THE
LOCATION OF ALL EXISTING SERVICES ON AND
EXTERIOR TO THE SITE INCLUDING BUT NOT
LIMITED TO WATER MAINS, SEWER MAINS, GAS
MAINS, LELECTRICAL CABLES,
TELECOMMUNICATION CABLES. ANY DAMAGE TO
EXISTING SERVICES ITS THE RESPONSIBILITY OF
THE CONTRACTOR AND AT THE CONTRACTORS
GTP353
EXPENSE
Lot 0
Computer File
240771OPW.DWG
DRAWING NUMBER SHEET REV.
24-0771-OPW2 2 D
Section 13
6.54 6.52 6.50 6.53 6.54 6.52 6.82 6.82 Retaining wall
TOP RL 2.000
Retaining wall
5.50 5.39 5.45 5.58 5.58 6.23 5.74 5.84
Retaining wall BOT RL 1.600 0
TOP RL 2.900 1.4
Found
No Mk
Meter Meter
TOP RL 2.650
BOT RL 2.600
Power Pole
1.43
1.28
BOT RL 1.600
#16928
ewW
89°57'
TBM1 Nail in Kerb
1.58
0
1.67 1.63 1.68 40.234 1.77 1.56 1.5
Found
No Mk
1.80
5
6 0
5
1.8
ew W
Telstra
1.6
1.7
7
1.7
1.7
2.88 LINDSAY CONSULTING PTY
POOL POOL .76
LINDSAY CONSULTING PTY LTD
6 4
5 6 x 3 6 x 3 1.7 1 1.4
1.5 LTD
1.58 1.75
1.94
1.29
8
1.44
1.7 5
RL1.440
9 0 1.7
1.62
1.5 4 1.7 0
1.6 1.7 RPEQ 4928
ew
Approximate Sewer Line Location (See note)
3 6
1.5 1.6 0
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
1.7
S
1 2
1.67
1 1.6 1.6
1.9 THIS DRAWING REMAINS THE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
1.66
ew
1.72
New 1500 mm wide Footpath
1.71
FFL 2.620 FFL 2.620
4 THE SOLE USE OF THE CLIENT. NO PART
FFL 2.620 1.5
MAY BE USED IN PART OR WHOLE WITHOUT
as per STD Drg RS-065
1.75
PRIOR EXPRESS WRITTEN CONSENT OF
ew
LINDSAY CONSULTING PTY LTD
1.52
9 9
2.35
1.6 1.6
CLIENT AND PROJECT DESCRIPTION
ew
Retaining wall
1.33
1.47
9
32.187
180°00'
1.9
1.8
8 1
1.8
0 TOP RL 2.100
1.8
BOT RL 1.600
GJ GARDNER NOOSA
1
1.9
ew
8 5 3
0
FFL 2.720 FFL 2.720 1.7 1.7 1.7 5
0
4
2.0 .65 1.7
Timber Fence on Existing Block Retaining Wall
2.
1
Remove existing crossover
1.76
FFL 2.720
PROPOSED TRIPLEX
1.73
4
1.8 .80
ew
and make good kerb and 11 ROBERT STREET,
3 4 1
1.73
1.32
1.9 1.9 7
1.47
4
PLOTTED FROM COUNCIL RECORDS
1.9 1.8 1.58
S
channel NOOSAVILLE
EXISTING 600 D x 1200 W RCBC
2 1.43
FFL 2.620 1.8 FFL 2.620
0
FFL 2.620 1.9
1.59
ew
SP156679
2 2
1.9 8
1.6
4 1.6 Retaining wall
1.90
Lot 0
1.7 TOP RL 2.400 DRAWING TITLE
8
1.8
BOT RL 1.500
ew
BINS
7
CIVIL WORKS PLAN
32.187
1.93 6
1.93
1.5
00°00'
1.8
2.60
2
EXISTING DIA 225
Drain
1.9
STORMWATER PIPE
ew
9 5
2.0 0 1.6
2.1
1.56 1.54
3
1.33
1.55
5
7 1.7 1.7 1.45
BINS
BINS
1.7
2.00
1
0
1.45
1.5ew
1.9
6
2.0 SCALES
1
PL .63
00
7 1.9 7 1 1.57
1.9 1
.6
1.9 1.8 1.72 2.
680 L 2
1.71
0 5m
6.69
P
8.16
PL 0 1.67
ew
70 1500 1500
7
2.5
1.7
2.60
1.75
2.
70 2. .58
2.07
1
0 PL 1 in 40 1 in 8
4
1.71
Orig. 1:100
1.7
Section 14
S
2.4
4
ew
5 8 2 1.7
1 2.1 1.7
8
1.7 1.7
7 1.7
2.1
FFL 2.700 FFL 2.700 FFL 2.700 8
1.6
ew
1
1.34
1.48
1.6
8.13
6.67
0
.22
2
PL PL PL PL PL PL PL 0 28
1.63
ew
1.54
0 0 80 66
1.61
0 0
1.68
2. 65 2. . 68 2. . 68 2. 68 2. 2. .2
0
.1 8 .1 5 .1 5
65 2 . 68 2 68 2 68 2 . 45 40 2 SURVEY DATUM
2.00 PL
0 L
0 PL 0 PL 0 PL 0 PL
0 PL PL
1.50
P
TBM2 Nail in Kerb
5
4500
1 2.03 1.97 5
1.9 1.9 1.8
1
.
1.5
ew
2.1
S
0 2.04 1.92
2.6
1.96
2.1
S
3
.10
1.93
2
1.8 PL
2.1 2.00
500
PL
S
2
1.93
1
1.9
1
1.9 .67 PL
1.8
1 81
2.5
S
1.92
2.2
1.5
1
2.3
1.8 1.
2.4
2.10
0 00 50 1.4
W ew
0 36 ASSOCIATED CONSULTANTS
S
57
MeterMeter
60 54
NEW NEW
2.58
5
98
Not Located
.
5
2.1
Sewer M/H
.
4
2.
1
0 2 PL
S
RL 1.458
2.1 2 1.7
65
9
.69
1.7
0 1.6 PL
2. 63 PL
1.67
PL PL 2.
2 1
2.
1.31
2.1 8
2065
1.8 2. 15
PL
1.45
50 0
Found
No Mk
PL
5
1.81.85 40.234
Telstra
5 6
1.85
W ew
0
5
Power Pole
1.7 5 1.6
1.70
1.7
1.6 1.60
1.99
#95302
7
1.62
1.7
1.92
2.13 2.07 1.83
1.49
1.91 1.74 1.67 2
1.5
Found
2.28
No Mk
2.57 2.48 2.53 2.70 2.71
1.48
2.53 269°57' 2.52
1.46
1.32
Timber Fence on Existing Block Retaining Wall Retaining wall
Retaining wall TOP RL 2.300
1.47
Driveway kerb,
1.49
TOP RL 2.800 6.45 BOT RL 2.000
1000 mm exclusion zone
5.95 6.48 6.46 6.46
BOT RL 2.600
refer detail Existing Water meter to be
7.46 7.61 7.63 7.63 7.63
Stormwater M/H
Retaining wall
TOP RL 2.600 relocated in accordance with from existing lightpole to
BOT RL 2.500 Existing be maintained
SL 1.48, IL
any unity water direction
telstra pit Refer stormwater layout plan for drain locations,
All finished surfaces to fall to grated inlet pits
BACKFILL AND DRAINAGE 5 kPa Surcharge
20W x 40D
joint sealant
1. Backfill should not be placed behind the wall until at least
ten days after grouting.
Danley key joint Pavement Level 2. Backfill should be placed and compacted to 95% standard compaction Compacted site clay
25
with R12 dowels at 300 CRS location
in layers not more than 200mm deep. The degree and method of
100
600mm
compaction depends on the proposed use of the backfill area.
125
X Bars Compacted clay plug
3. The drainage system should be installed progressively as the
backfill rises. Longitudinal reinforcement Suitable Waterproofing material
4. The drainage system behind the wall should be connected to the N12 at 400 crs REVISION LIST
Temporary Excavation slope
TYPICAL KEY JOINT DETAIL - KJ A ORIGINAL ISSUE 5/10/24
LEGEND
H1
main drainage system. Free draining granular
fill material
Compacted site clay
Lap geotextile 400mm
B REVISED 29/10/24
700 Lap
SL82 fabric (central) C REVISED 24/2/25
Bolster cut slab (3w x 30d) Fill joint
4.2 EXISTING CONTOUR RETAINING WALL Suitable Geotextile
Preferred position of
D REVISED 11/8/25
to 3mm. below surface with Fosroc suitable The text continues on section 15.