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Negotiated - Compiled Reference Document - RAL25 0011 (As Published)
NOOSA COUNCIL
REFERENCE DOCUMENT
RAL25/0011 23 OCT 2025
STORMWATER MANAGEMENT REPORT
PROPOSED 1 LOT INTO 2 LOTS SUBDIVISION
33 CRANK STREET, TEWANTIN
ISSUED 21st MAY 2025
Report by Mr. J. Lindsay (RPEQ 4928) REF: - 250314
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Page 2
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
Project Name: PROPOSED SUBDIVISION
Lindsay Consulting P/L Ref: 250314 REVISION A
Lindsay Consulting P/L Contact:
Jason Lindsay Phone: 0412 313 645
Email: [email protected]
Certified for Issue by:
Jason Lindsay RPEQ 4928
21/5/2025
Document Control:
Revision Author Checked for Issue Date
A J. Lindsay J. Lindsay 21/5/2025
This report has been prepared for Eagle Surveys for the purpose of accompanying a development
application to Noosa Council. This report must only be used by Eagle Surveys for this purpose and must
not be used or relied upon by any other person for any other purpose.
The assessment, conclusions or recommendations in this report are based on conditions encountered
and information received at the time of preparing the report and may not be relied upon as site
conditions or operations vary over time.
Off. 2C/82 Parker St, Maroochydore 4558
OFFICE: (07) 54 792 118 MOBILE: 0412 313 645 FAX: (07) 54 510 118
E-MAIL: [email protected] ii
Page 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
CONTENTS
1 INTRODUCTION ............................................................................................................................ 1
2 SITE DESCRIPTION....................................................................................................................... 1
2.1 Location and Land Use ................................................................................................................... 1
2.2 Development Proposal…………………………………………………………………………………….2
2.3 Lawful Point of Discharge................................................................................................................ 2
2.4 Upstream Drainage Connection/Overland Flow Paths .................................................................... 2
2.5 Flooding .......................................................................................................................................... 2
3 STORMWATER QUANTITY MANAGEMENT................................................................................ 3
4 WATER QUALITY MANAGEMENT ............................................................................................... 3
4.1 Operational Phase .......................................................................................................................... 3
4.2 Construction Phase ......................................................................................................................... 4
4.2.1 Design Objectives ........................................................................................................................... 5
4.2.2 Erosion and Sediment Control ........................................................................................................ 7
4.2.3 Maintenance and Monitoring Requirements .................................................................................... 8
5 CONCLUSION ................................................................................................................................ 8
6 APPENDICES
Appendix A – Proposed Development Layout...................................................................................... A-1
Appendix B –Engineering Plans .......................................................................................................... B-1
Appendix C – Rainfall Calculations ............................................................................................ C-1
List of Tables
Table 1 – Pollutants Typically Generated During the Construction Phase....................................................... 4
Table 2 – SPP Appendix 2: Part 1 Construction Phase – Stormwater Management Design Objectives
. ................................................................................................................................................... 5
Table 3 – SPP Appendix 2: Part 2 Construction Phase – Stormwater Management Design Objectives for
Temporary Drainage Works ………………………………………………………………………………………….6
Table 4 – SPP Appendix 2: Part 3 Construction Phase – Stormwater Management Design Objectives for
Emergency Spillways on Temporary Sediment Basin …………………………………………………………….6
Table 5 - ESC maintenance requirements...................................................................................................... 8
Off. 2C/82 Parker St, Maroochydore 4558
OFFICE: (07) 54 792 118 MOBILE: 0412 313 645 FAX: (07) 54 510 118
E-MAIL: [email protected] iii
Page 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 1.0 - INTRODUCTION Lindsay Consulting Pty Ltd has been commissioned to prepare a Stormwater Management Report to accompany a development application for a proposed subdivision development. The development involves the construction of sewerage and water infrastructure along with 1 No stormwater connections Crank Street. This report documents how stormwater runoff will be managed on site in accordance with Noosa Council's requirements. 2.0 - SITE DESCRIPTION 2.1 Location and Land Use The proposed development site is located at 33 (Lot 3 RP149081) Crank Street, Tewantin. The proposed development area is approximately 1957m2 and is currently occupied with an existing residence at its northern West end, which is to be maintained following subdivision, with the southern and Eastern sides of the block being grassed with scattered trees. There are several shed located along the southern boundary of the allotment with these being removed as part of the subdivision. The site falls diagonally from the south west corner to north east corner of the existing allotment. The road frontage to Crank Street is fully kerb and channeled. Refer to Figure 1 for an indicative site location and Appendix A for detailed site survey information. Figure 1 – Indicative site location (QLD Globe 2023) Off. 2C/82 Parker St, Maroochydore 4558 OFFICE: (07) 54 792 118 MOBILE: 0412 313 645 FAX: (07) 54 510 118 E-MAIL: [email protected] 1
Page 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 2.2 Development Proposal The proposal is for the existing lot to be subdivided into 2 lots, with the existing residence to remain as Lot 1 and the areas to the southern end and eastern side of the existing lot divided into 1 additional lot. Refer Appendix A for proposed development drawings. 2.3 Lawful Point of Discharge Under existing site conditions, the residence discharges to Crank Street via a stormwater pipe. The grassed area to the East of the existing residence overland flows generally onto the existing Park to the East of the site. The lawful point of discharge for the development is proposed to be Crank Street, as per the existing discharge point for the residence. Refer to Appendix B for further information regarding the proposed stormwater works for the development. 2.4 Upstream Drainage Connection/Overland flow Paths The properties upstream of the proposed development discharge their stormwater into the drainage system located in Crank Street via a piped stormwater network, as shown in figure 2. The remaining 2 properties, No. 22 and 24 Cullinane Street appear to sheet flow onto the park to the east of the site. Figure 2 – Stormwater system to surrounding properties (Noosa Council mappin Off. 2C/82 Parker St, Maroochydore 4558 OFFICE: (07) 54 792 118 MOBILE: 0412 313 645 FAX: (07) 54 510 118 E-MAIL: [email protected] 1
Page 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
2.5 Flooding
The proposed development site is not impacted by flooding.
3.0 - STORMWATER QUANTITY MANAGEMENT
The stormwater quantity analysis of the existing and developed site conditions has been carried out for
the project, refer appendix C with QUDM requiring the fraction impervious for the site to be low, 0.4, for
the existing site with the fraction impervious increasing to 0.9 for the proposed subdivision.
Lindsay Consulting Pty Ltd have calculated that the 100 AER non-worsening volume for the site 10000
lt with the proposed tank to be provided to be constructed at the front corner of the proposed allotment,
connected into the existing system in Crank Street.
A check of the proposed lot shows that 400 SQM of roof area alone will fill the detention tank during the
100 AER event. The tank is shown on the attached drawings.
Further to this the development will comply with the maximum discharge flow rate of 25L/s for a single
kerb outlet for each of the proposed lots.
4.0 - WATER QUALITY MANAGEMENT
4.1 Operational Phase
The proposed development is not required to meet the Queensland Governments State Planning Policy
(July 2017) as the development site area does not exceed the 2,500m2 minimum.
4.2 Construction Phase
Management of stormwater runoff during construction and the implementation of an erosion & sediment
control program is necessary to avoid impacts to receiving waters from pollutants typically generated
during the construction phase. Typical pollutants are described in 1 below:
Table 1 – Pollutants Typically Generated During the Construction Phase
Pollutant Sources
Litter (Gross Pollutants) Paper, construction packaging, food packaging, cement bags.
Sediment Unprotected exposed soils and stockpiles during earthworks and building.
Hydrocarbons Fuel and oil spills, leaks from construction equipment.
Toxic materials Cement slurry, asphalt prime, solvents, cleaning agents, wash waters.
pH altering substances Acid sulphate soils, cement slurry and wash waters.
Off. 2C/82 Parker St, Maroochydore 4558
OFFICE: (07) 54 792 118 MOBILE: 0412 313 645 FAX: (07) 54 510 118
E-MAIL: [email protected] 2
Page 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
In addition to the degradation of receiving waters, impacts of inadequate erosion and sediment control
downstream from the site include:
• traffic safety problems;
• blocked drains;
• local flooding problems;
• aesthetic pollution of drainage paths; and
• damage to local ecosystems.
4.2.1 Design Objectives
Management of stormwater runoff during construction should be undertaken in accordance with
Appendix 2 of the SPP (July 2017). The SPP outlines the design objectives for construction phase
stormwater management. These are presented in Table 2, Table 3 and Table 4.
Table 2 – SPP Appendix 2: Part 1 Construction Phase – Stormwater Management Design
Objectives
Issue Desired Outcomes
Drainage Control 1. Manage stormwater flows around or through areas of exposed soil to avoid
contamination.
2. Manage sheet flows in order to avoid or minimise the generation of rill or gully
erosion.
3. Provide stable concentrated flow paths to achieve the construction phase
stormwater management design objectives for temporary drainage works (part
2).
4. Provide emergency spillways for sediment basins to achieve the construction
phase stormwater management design objectives for emergency spillways on
temporary sediment basins (part 3).
Erosion Control 1. Stage clearing and construction works to minimise the area of exposed soil at
any one time.
2. Effectively cover or stabilise exposed soils prior to predicted rainfall.
3. Prior to completion of works for the development, and prior to removal of
sediment controls, all site surfaces must be effectively stabilised using
methods which will achieve effective short-term stabilisation.
Sediment Control 1. Direct runoff from exposed site soils to sediment controls that are appropriate
to the extent of disturbance and level of erosion risk.
2. All exposed areas greater than 2500 metres must be provided with sediment
controls which are designed, implemented and maintained to a standard which
would achieve at least 80% of the average annual runoff volume of the
contributing catchment treated (i.e. 80% hydrological effectiveness) to 50mg/L
Total Suspended Solids (TSS) or less, and pH in the range (6.5–8.5).
Off. 2C/82 Parker St, Maroochydore 4558
OFFICE: (07) 54 792 118 MOBILE: 0412 313 645 FAX: (07) 54 510 118
E-MAIL: [email protected] 3
Page 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
Issue Desired Outcomes
Litter, Hydrocarbons and 1. Remove gross pollutants and litter.
other contaminants 2. Avoid the release of oil or visible sheen to released waters.
3. Dispose of waste containing contaminants at authorised facilities.
Waterway Stability and 1. Where measures are required to meet post-construction waterway stability
flood flow management objectives, these are either installed prior to land disturbance and are
integrated with erosion and sediment controls, or equivalent alternative
measures are implemented during construction.
2. Earthworks and the implementation of erosion and sediment controls are
undertaken in ways which ensure flooding characteristics (including
stormwater quantity characteristics) external to the development site are not
worsened during construction for all events up to and including the 1 in 100 year
ARI (1% AEP).
Table 3 – SPP Appendix 2: Part 2 Construction Phase – Stormwater Management Design Objectives
for Temporary Drainage Works
Temporary Drainage Works Anticipated Operation Design Life and Minimum
Design Storm Event
<12 Months 12-24 Months >24 Months
Drainage Structure 1 in 2 year 1 in 5 year 1 in 10 year
ARI/39% AEP ARI/18% AEP ARI/10% AEP
Where located immediately up-slope of an 1 in 10 year ARI/10% AEP
occupied property that would be adversely
affected by the failure or overtopping of the
structure
Culvert Crossing 1 in 1 year ARI/63% AEP
Off. 2C/82 Parker St, Maroochydore 4558
OFFICE: (07) 54 792 118 MOBILE: 0412 313 645 FAX: (07) 54 510 118
E-MAIL: [email protected] 4
Page 9
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
Table 4 – SPP Appendix 2: Part 3 Construction Phase – Stormwater Management Design Objectives
for Emergency Spillways on Temporary Sediment Basins
Drainage Structure Anticipated Operation Design Life and Minimum
Design Storm Event
<3 Months 3-12 Months >12 Months
Emergency spillways on temporary 1 in 10 year 1 in 20 year 1 in 50 year
sediment basins ARI/10% AEP ARI/5% AEP ARI/2% AEP
Best practice erosion and sediment controls must be installed to minimise the discharge of sediment
laden runoff during construction and to achieve the objectives outlined in Tables 2-5. This is discussed
in the following section.
4.2.2 Erosion and Sediment Control
Management of stormwater runoff during construction is necessary to avoid pollution of downstream
waterways from sediment and gross pollutant loading. Impacts of inadequate erosion and sediment
control downstream from the site include:
• traffic safety problems;
• blocked drains;
• local flooding problems;
• aesthetic pollution of drainage paths; and
• damage to local ecosystems.
Best practice erosion and sediment controls must be installed to minimise the discharge of sediment
laden runoff during construction. Erosion and sediment control plans shall be developed during detailed
design phase and must be continually maintained and amended as required to minimise environmental
harm.
Erosion and sediment control plans are based on three sets of control measures:
• drainage control;
• erosion control; and
• sediment control.
These control measures must be maintained in an effective operational condition. Sediment disposal
from site is to occur to the satisfaction of Sunshine Coast Council. Defects in erosion and sediment
control devices, such as sediment fences, are to be inspected and documented. Upon Inspection, the
Contractor is to determine whether the device should be replaced or repaired. Documentation is to
include how the damage was caused and what measures can be implemented to reduce the possibility
of repeat occurrences. Any damage to either permanent or temporary water quality control structures
or devices is to be immediately rectified at the contractor’s expense.
Off. 2C/82 Parker St, Maroochydore 4558
5
OFFICE: (07) 54 792 118 MOBILE: 0412 313 645 FAX: (07) 54 510 118
E-MAIL: [email protected]
Page 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
The effectiveness of the erosion and sediment control devices can be monitored by visual audits. All
ESC measures are to be inspected:
• at least daily (when work is occurring on site) or weekly (when work is not occurring on site);
• within 24 hours of expected rain; and
• within 18 hours of a rainfall event (i.e. an event of sufficient intensity and duration to mobilise
sediment on site).
Drainage paths are to be inspected to ensure the sediment fences are not being bypassed as a result
of soil erosion.
Sediment laden runoff shall be prevented from entering neighbouring properties. This shall be achieved
by landscaping disturbed areas immediately and prior to a rainfall event.
The proposed development has scored a 14 on the IECA erosion hazard assessment with no trigger
score values exceeded (refer Appendix A for details). Further details of proposed on site erosion and
sediment control measures will be required at the detailed design phase of the development.
4.2.3 Maintenance and Monitoring Requirements
Periodic maintenance and monitoring of stormwater devices proposed in this report is crucial to ensure
effective operation and design life.
Inspect field inlet grates, pits and underground pipes for blockage or damage at least 6 monthly or after
significant rainfall event. The filter baskets shall be inspected and maintained preferably by the
manufacturer to avoid damage to units and to ensure adequate cleaning and record keeping. For the
first 12 months routine inspections of filter baskets shall be carried out monthly with routine clean out
at alternate months. Results of the initial 12 months maintenance program shall be used to determine
future maintenance intervals. Refer manufactures maintenance and monitoring methodology for
specific details.
Maintenance of ESC measures must occur in accordance with Table 5.
Table 5 - ESC maintenance requirements.
ESC Measure Maintenance Trigger Timeframe for Completion
of Maintenance
Sediment basins When settled sediment exceeds Within 7 days of the
the volume of the sediment inspection.
storage zone
Other ESC measures The capacity of ESC measures By the end of the day.
falls below 75%.
Sediment accumulation on ESC devices is to be removed and disposed of to the satisfaction of
Noosa Council.
Off. 2C/82 Parker St, Maroochydore 4558
6
OFFICE: (07) 54 792 118 MOBILE: 0412 313 645 FAX: (07) 54 510 118
E-MAIL: [email protected]
Page 11
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
5.0 - CONCLUSION
This SWMP outlines how stormwater runoff from the site will be managed in order to not adversely
impact the receiving environment.
The proposed lawful point of discharge for the proposed development shall be the Crank Street drainage
pit via the construction of a new stormwater connection.
Stormwater detention shall be provided through the provision of a 13000 lt detention tank to the new
lot. Refer attached drawings for the proposed tank details.
Stormwater treatment is not considered necessary for the site. The QLD ESC Design spreadsheet
demonstrates that a sediment basin is not required for this development.
By implementing the proposed stormwater management system, and providing adequate maintenance,
the downstream environment and neighbouring properties will not experience any adverse deterioration
of water quality as a result of the proposed development.
Off. 2C/82 Parker St, Maroochydore 4558
7
OFFICE: (07) 54 792 118 MOBILE: 0412 313 645 FAX: (07) 54 510 118
E-MAIL: [email protected]
Page 12
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 – Proposed Subdivision Plan
Off. 2C/82 Parker St, Maroochydore 4558
OFFICE: (07) 54 792 118 MOBILE: 0412 313 645 FAX: (07) 54 510 118
E-MAIL: [email protected] A-1
Page 13
Email: [email protected] www.eaglesurveys.net ‘This plan Is prepared for Simon Harmond from field survey and existing records for the purpose of new constructions and subdivisions and should not be used for any other purpose. The tile boundaries show hereon were not marked at the time of survey and have been determined by plan dimension only. Services shown hereon have been located by field survey where possible. If not able to be so located, services have been plotted from the relevant authorities where available and have been noted accordingly on this plan. Where Single St ‘such records elther do not exist or are considered inadequate, a notation has been made Ingle, Storey, hhereon. Prior to any demolition, excavation or construction on the site, the relevant authority Brick, Dwelling ‘should be contacted for possible location of further underground services and location of 1 ll services. This note is an integral part of this plan. 805° Subdivision Proposal Plan Lot 3 on RP149081 #33 Crank Steet Tewantin Level Datum: PSM105341 RL8.712m AHD Contour Interval: 0.2m Client: Simon Harmond Surveyed By: FS Drawn By: CGB Date: 11-4-2025 LEGEND wl Water Meter || Electicty Box stormwater M/H @Fire Hydrant %* Light Pole Roofwater Pit @Scour Valve © Power Pole [lll Gully Pit @ Tap Electricity Pit Dd Gas Valve _|@ Sewer M/H_ aTelstra Pit © Tree os pspaction © Sign 4 Bench Mark Water Retic an_on— Edge of Bitumen Sewer Line ——-— Fence Stormwater Line - —--Top of Bank — Telstra Cable me Concrete ,— Elictrical Cable 0/H \\\ Building ~ Elictrical Cable U/G Kerb 1 SP241376 , Our Ref: 4236 ROL-A Scale 1:250 Original Size: A3
Page 14
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 – Engineering Plans
2C/82 Parker St, Maroochydore 4558
OFFICE: (07) 54 792 118 MOBILE: 0412 313 645 FAX: (07) 54 510 118
E-MAIL: [email protected] C-1
Page 15
PROPOSED SUBDIVISION OF 1 NO. LOT INTO 2 NO. LOTS
33 CRANK STREET, TEWANTIN
LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
LTD
RPEQ 4928
JOB NO. 250314
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
THIS DRAWING REMAINS THE 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
EAGLE SURVEYS
PROPOSED SUBDIVISION
33 CRANK STREET,
TEWANTIN
DRAWING TITLE
COVER PAGE
SCHEDULE OF DRAWINGS SCALES
DWG DESCRIPTION
IF-1 LOCALITY PLAN & SCHEDULE OF DRAWINGS
IF-2 GENERAL NOTES
IF-3 CIVIL WORKS PLAN
IF-4 EROSION CONTROL DETAILS
IF-5 CONSTRUCTION MANAGEMENT SURVEY DATUM
.
ASSOCIATED CONSULTANTS
PROPOSED SITE
LOCATION
REVISION LIST
A ORIGINAL ISSUE 21/5/25
A ORIGINAL ISSUE 21/5/25
LOCALITY PLAN
NOT TO SCALE
Computer File
250314OPW.DWG
DRAWING NUMBER SHEET REV.
25-0314-C1 1 B
Page 16
PROJECT NOTES (NOTE THAT ALL NOTES MAY NOT APPLY)
GENERAL GENERAL (CONTIINUED) CONTROLLED FILLING
CREEK CROSSING NOTES SEWERAGE SUPPLY NOTES
CREEK CROSSINGS NOTES
(A) SAND FILLING UP TO 800 DEEP,PLACED
1. THESE ENGINEERING DRAWINGS HAVE BEEN 27. ALL REDUNDANT CROSSOVERS, ETC SHALL BE 1. SILTATION CONTROL MEASURES SHALL BE 1. ALL WORK AND MATERIALS SHALL BE IN
IN MAXIMUM 300mm THICK LAYERS
PREPARED FROM INFORMATION AVAILABLE AT REMOVED PLACED DOWNSTREAM OF ANY EXCAVATION ACCORDANCE WITH CURRENT SOUTH EAST
AND COMPACTED WITH A VIBRATING
THE TIME. AS THIS INFORMATION MAY BE THE WORK. QUEENSLAND SEWERAGE CODE SPECIFICATIONS
ROLLER TO ACHIEVE A MINIMUM
SUBJECT OF CHANGE PRIOR TO OR DURING 28. ALL FILL SHALL BE APPROVED BY THE AND STANDARDS.
DYNAMIC CONE PENETRO- METER
CONSTRUCTION, THE CONTRACTOR IS SUPERVISING ENGINEER PRIOR TO USE 2. APPROPRIATE SEDIMENT CONTROLS SHALL BE
READING OF 7 BLOWS PER 300
LINDSAY CONSULTING PTY
REQUESTED TO ADVISE THE ENGINEER WHERE USED TO PREVENT SEDIMENT FROM ENTERING 2. UNLESS SPECIFIED OTHERWISE ALL MATERIALS
LINDSAY CONSULTING PTY LTD
PENETRATION (REFER AS 1289.F3.3).
DIFFERENCES OCCUR. THESE DRAWINGS SHALL
NOT BE USED FOR FINAL SETOUT OF THE
SAFETY THE CREEK. AND WORK SHALL COMPLY WITH THE RELEVANT
AUSTRALIAN STANDARDS.
LTD
SAND FILL MAY BE FLOODED IF
PROJECT UNLESS SPECIFICALLY STATED. 3. NO SOIL SHALL BE STOCKPILED WITHIN 5m OF
1. REFER TO THE PROJECT DOCUMENTS FOR AN NECESSARY TO ACHIEVE THIS
THE CREEK. 3. THE CONSTRUCTION OF THE SEWERAGE WORK
ASSESSMENT OF THE RISKS ASSOCIATED WITH COMPACTION STANDARD, PROVIDED
2. INSPECTIONS ARE REQUIRED TO BE PERFORMED SHOWN ON THIS DRAWING SHALL BE SUPERVISED RPEQ 4928
THE ANY WORKS AND RECOMMENDED THE WATER CAN SUBSEQUENTLY BE
BY A DULY APPOINTED COMPETENT PERSON(S). BY AN ENGINEER WHO HAS RPEQ REGISTRATION
DRAINED FROM THE SITE. REHABILATION
REHABILIATION NOTES
TREATMENTS. OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
REFER TO PRINCIPLE CONTRACTOR, CERTIFIER, AND ENDORCEMENT FROM THE RELEVENT
STATE GOVERNMENT LEGISLATION OR COUNCIL
FOR FOR HOLD POINTS.
2. WHERE THERE IS IS NO OVER RIDING PROJECT (B) NON-SAND FILLING UP TO 400 DEEP,
1. PREDISTURBANCE SOIL PROFILES AND
AUTHOIRITY . SEWERAGEWORKS NOT COMPLYING
WITH THIS REQUIREMENT WILL NOT BE
THIS DRAWING REMAINS THE PROPERTY OF
DOCUMENT/ SPECIFICATIONS THEN REFER TO
THE PRINCIPLE CONTRACTOR FOR ALL SAFETY
PLACED IN MAXIMUM 150 mm THICK
LAYERS AND COMPACTED WITH A
COMPACTION LEVELS SHALL BE REINSTATED. PERMITTED TO CONNECT INTO THE SEQ SERVICE LINDSAY CONSULTING PTY LTD AND IS FOR
3. THESE DRAWINGS SHALL BE READ IN
CONJUNCTION WITH ALL ARCHITECTURAL AND
REQUIREMENTS MECHANICAL ROLLER. CLAY FILL
2. PREDISTURBANCE VEGETATION PATTERNS SHALL
PROVIDER SEWERAGE SYSTEM.
THE SOLE USE OF THE CLIENT. NO PART
SHALL BE MOIST DURING
OTHER CONSULTANTS DRAWINGS AND
3. CONSULTATION WITH AFFECTED PARTIES IS COMPACTION.
BE RESTORED. 4. ALL WORK ASSOCIATED WITH LIVE SEWERS OR MAY BE USED IN PART OR WHOLE WITHOUT
SPECIFICATIONS AND WITH SUCH OTHER MAINTENANCE HOLES SHALL BE CARRIED OUT BY
WRITTEN INSTRUCTIONS AS MAY BE ISSUED
MANDATORY WHEN IDENTIFYING
STORMWATER DRAINAGE NOTES THE SEQ SERVICE PROVIDER AT THE PRIOR EXPRESS WRITTEN CONSENT OF
HAZARDS,ASSESSING RISKS AND DECIDING ON (C) CONTROLLED FILLING SHALL
DURING THE COURSE OF THE CONTRACT.
CONTROL MEASURES. CONTINUE FOR AT LEAST 1 METRE
DEVELOPER'S COST. LINDSAY CONSULTING PTY LTD
PAST THE EDGE OF THE FOOTING 1. ANY CHANGES SHALL BE APPROVED BY THE
4. ALL DISCREPANCIES SHALL BE REFERRED TO THE 5. ALL PIPES AND MATERIALS SHALL COMPLY WITH
ARCHITECT/ENGINEER FOR DECISION BEFORE
PROCEEDING WITH THE WORK.
4. CONSTRUCTION SHALL BE CARRIED OUT USING
SAFE WORK METHODS AND IN ACCORDANCE
BEAM AND SHALL BE BATTERED BACK
TO THE ORIGINAL SURFACE WITH A
ENGINEER IN WRITING PRIOR TO CARRYING OUT
OF THE WORKS
THE REQUIREMENTS OF THE "ACCEPTED
PRODUCTS ANDMATERIALS" LIST.
CLIENT AND PROJECT DESCRIPTION
WITH THE FOLLOWING DOCUMENTS:- SLOPE OF NO MORE THAN
5. ALL DIMENSIONS RELEVANT TO SETTING OUT AND
OFF-SITE WORK SHALL BE VERIFIED BY THE LEGISLATION
1:2 (VERT : HOR). 2. ALL LEVELS TO AHD.
6. EACH ALLOTMENT SHALL BE SERVED BY A DN110
PE (OR DN100 PVC) PROPERTY CONNECTION. FOR
EAGLE SURVEYS
(D) WHERE THE DEPTH OF FILLING 3. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS
CONTRACTOR BEFORE CONSTRUCTION AND ALLOTMENTS OTHER THAN SINGLE RESIDENTIAL,
- WORKPLACE HEALTH AND SAFETY ACT 2011 MATERIAL EXCEEDS THAT SPECIFIED NOTED OTHERWISE.
FABRICATION IS COMMENCED. A DN160 PE (OR DN150 PVC) PROPERTY
ABOVE, THE FILLING MATERIAL SHALL
6. THE ENGINEER'S DRAWINGS SHALL NOT BE
- WORKPLACE HEALTH AND SAFETY REGULATION
2011 BE COMPACTED AS FOLLOWS:- 4. ALL DIMENSIONS AND LEVELS ARE TO BE
CHECKED ON-SITE BEFORE WORK COMMENCES.
CONNECTION SHALL BE PROVIDED.
PROPOSED SUBDIVISION
SCALED.
QUEENSLAND GOVERNMENT CODES OF
(i) SAND FILL TO 65% DENSITY
INDEX IN ACCORDANCE WITH 5. DIMENSIONS SHALL NOT BE OBTAINED BY
7. PROPERTY CONNECTIONS SHALL BE LOCATED
WITHIN THE PROPERTY AS SHOWN IN THE 33 CRANK STREET,
7. DURING CONSTRUCTION THE CONTRACTOR PRACTICE DRAWINGS.
SHALL BE RESPONSIBLE FOR MAINTAINING THE
STRUCTURE IN A STABLE CONDITION AND
AS1289.E6.1 SCALING THE DRAWING.
8. PROPERTY CONNECTION BRANCHES SHALL
TEWANTIN
- CONFINED SPACES: CODE OF PRACTICE 2016 (ii) NON-SAND FILL TO 95% 6. FOR BUILDING SET-OUT REFER ARCHITECTURAL
ENSURING NO PART SHALL BE OVERSTRESSED - FORMWORK CODE OF PRACTICE 2016 EXTEND INTO THE PROPERTY A MINIMUM OF 300
MAXIMUM DRY DENSITY DRAWINGS
UNDER CONSTRUCTION ACTIVITIES. - HAZARDOUS MANUAL TASKS: CODE OF PRACTICE mm AND A MAXIMUM OF 750 mm. UNITYWATER
(STANDARD COMPACTION) IN
2016 REQUIRES MINIMUM EXTENSION OF 500 mm INTO
ACCORDANCE WITH AUSTRALIAN 7. THE LOCATION AND DEPTH OF ALL SERVICES
8. WORKMANSHIP AND MATERIALS ARE TO BE IN - HOW TO MANAGE WORK HEALTH AND SAFETY PROPERTY.
STANDARD SHALL BE VERIFIED ON SITE WITH THE
ACCORDANCE WITH THE RELEVANT CURRENT
S.A.A. CODES INCLUDING ALL AMENDMENTS, AND -
RISKS: CODE OF PRACTICE 2011
MANAGING NOISE AND PREVENTING HEARING
EARTHWORKS CONTINUED REVLEVANT AUTHORITY PRIOR TO THE
COMMENCEMENT OF WORKS
9. WHERE PIPES ARE LAID IN FILL, THE FILLING DRAWING TITLE
THE LOCAL STATUTORY AUTHORITIES, EXCEPT SHALL BE CARRIED OUT IN LAYERS NOT
LOSS AT WORK: CODE OF PRACTICE 2015
NOTES
WHERE VARIED BY THE CONTRACT DOCUMENTS. (iii) COMPACTION TESTS SHALL BE EXCEEDING 300 mm (LOOSE) IN DEPTH AND SHALL
- MANAGING THE RISK OF FALLS AT WORKPLACES: 8. DURING CONSTRUCTION BARRIERS, LIGHTS &
CARRIED OUT ON EACH LAYER BE COMPACTED UNTIL THE COMPACTION IS NOT
CODE OF PRACTICE 2011 SIGNS SHALL BE MAINTAINED TO ENSURE SAFE
9. THE APPROVAL OF A SUBSTITUTION SHALL BE AS THE FILLING IS PLACED. IF LESS THAN 95% OF THE MATERIALS MAXIMUM
- MANAGING WORK ENVIRONMENT AND FACILITIES: PASSAGE OF TRAFFIC AND PEDESTRIANS IN
SOUGHT FROM THE ENGINEER, BUT IS NOT AN THE COMPACTION STANDARD COMPACTION WHEN TESTED IN ACCORDANCE
CODE OF PRACTICE 2011 ACCORDANCE WITH THE REQUIREMENTS OF THE
AUTHORIZATION FOR AN EXTRA. ANY EXTRA SPECIFIED IS NOT ACHIEVED, WITH A.S. 1289 (MODIFIED COMPACTION). TESTING
- MOBILE CRANE: CODE OF PRACTICE 2006 LOCAL AUTHORITY.
INVOLVED MUST BE TAKEN UP WITH THE THEN A "PIER AND SLAB" AND SHALL BE CARRIED OUT AFTER EACH ALTERNATE
- SCAFFOLDING: CODE OF PRACTICE 2009
ARCHITECT/ENGINEER AND/OR PRINCIPLE "PIER AND BEAM" FOOTING LAYER. IN ALL SUCH CASES APPROVAL OF
- STEEL CONSTRUCTION: CODE OF PRACTICE 2004 9. ALL WORK AND MATERIALS SHALL BE IN
BEFORE THE WORK COMMENCES. DESIGN SHALL BE ADOPTED CONSTRUCTED SEWERS WILL NOT BE ISSUED BY
- TILT-UP AND PRE-CAST CONSTRUCTION ACCORDANCE WITH CURRENT LOCAL
WITH ALL PIERS FOUNDED THE SEQ SERVICE PROVIDER UNLESS
INDUSTRY CODE OF PRACTICE 2003 AUTHORITIES SPECIFICATIONS AND STANDARDS.
10. UNLESS NOTED OTHERWISE ALL DIMENSIONS ON THE NATURAL UNDERLYING CERTIFICATES ARE PRODUCED CERTIFYING THAT
ARE IN MILLIMETRES
-
-
TOWER CRANE: CODE OF PRACTICE 2006
WORK HEALTH AND SAFETY CONSULTATION,
MATERIAL.
10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR
THE REQUIRED COMPACTION HAS BEEN SCALES
ACHIEVED.
CO-OPERATION AND CO-ORDINATION CODE OF NOTIFYING ALL RELEVANT AUTHORITIES AND
11. ALL LEVELS ARE EXPRESSED IN METRES. ROLLED FILLING
PRACTICE 2011 PAYING ALL FEES NECESSARY BEFORE
10. WHERE SEWERS HAVE A GRADE OF 1 IN 20 OR
- SAFE DESIGN OF STRUCTURES CODE OF COMMENCING WORK, FOR LOCATING ALL
12. ALL PROPS AND FORMWORK FOR BEAMS AND (A) SAND FILLING UP TO 600 DEEP, STEEPER,BULKHEADS SHALL BE CONSTRUCTED
PRACTICE 2014 OTHER REFERENCES: EXISTING SERVICES AND FOR REPAIR OF ANY
SLABS SHALL BE REMOVED BEFORE PLACED IN MAXIMUM 300mm THICK IN ACCORDANCE WITH THE SEQ SEWER CODE.
- NATIONAL CODE OF PRACTICE FOR PRECAST, SERVICES DAMAGED AS A RESULT OF THE
CONSTRUCTION OF ANY MASONRY WALLS OR LAYERS AND COMPACTED BY
TILT UP AND CONCRETE ELEMENTS IN BUILDING FOOTPATHS AND PRIVATE PROPERTY SHALL BE
PARTITIONS ON THE FLOOR. REPEATED ROLLING WITH AN 11. THE CONTRACTOR SHALL VERIFY THE LOCATION
CONSTRUCTION, 2008 REINSTATED TO THEIR ORIGINAL CONDITION.
EXCAVATOR. AND DEPTH OF EXISTING SERVICES WITH
13. ALL NON LOAD BEARING WALLS SHALL BE KEPT RELEVANT AUTHORITIES BEFORE COMMENCING
CLEAR OF THE UNDERSIDE OF SLABS AND CONTRACTORS SUBMISSIONS (B) NON-SAND FILING UP TO 300 DEEP,
11. ANY OBSOLETE/REDUNANT CIRCUITWAY
CROSSINGS AND DRAINAGE OUTLETS FROM THE
WORKS.
BEAMS BY 20mm PLACED IN MAXIMUM 150mm THICK
KERB AND CHANNEL INCLUDING ASSOCIATED
1. THE REINFORCEMENT, PRE-STRESSING AND LAYERS AND COMPACTED BY 12. SEWERS SHALL BE DISUSED /ABANDONED IN
PIPES ACROSS THE FOOTPATH SHALL BE
14. UNLESS OTHERWISE SHOWN. SUBTERRANEAN STRUCTURAL STEEL MATERIAL SUPPLIER MUST REPEATED ROLLING WITH AN ACCORDANCE WITH PROCEDURES SET OUT IN
REMOVED AND THE KERB AND CHANNEL AND
TERMITE PROTECTION SHALL BE IN ACCORDANCE BE CERTIFIED BY ACRS (AUSTRALIAN STANDARDS EXCAVATOR THE SEQ SEWER CODE.
FOOTPATH REINSTATED TO THE LOCAL
WITH AS 3660 - PART 1 AND THE BCA. CERTIFICATION AND VERIFICATION OF Protect your
AUTHORITIES CURRENT SPECIFICATIONS AND OR
REINFORCING, PRE-STRESSING AND STRUCTURAL (C) WHERE THE DEPTH OF FILLING 13. BENCH MARK AND LEVELS TO AHD.
STANDARDS PERSONAL
15. NON-STRUCTURAL ITEMS SUCH AS DAMP PROOF STEELS) FOR THE SUPPLY OF REINFORCEMENT, MATERIAL EXCEEDS THAT SPECIFIED
COURSING, FLASHING AND WEEP HOLES ARE PRE-STRESSING STRUCTURAL STEEL. ABOVE, THE FILLING MATERIAL SHALL 14. EXISTING ALLOTMENTS REQUIRING A PROPERTY
12. THE CONTRACTOR'S ATTENTION IS DRAWN TO INTERESTS.
NOT SHOWN FOR CLARITY. REFER TO THE BE COMPACTED AS FOLLOWS:- CONNECTION FROM EXISTING SEWERS SHALL BE
ARCHITECTURAL DETAILS AS REQUIRED 2. SUBMIT CURRENT CERTIFICATES.
THE REQUIREMENTS OF THE WORKPLACE HEALTH
AND SAFETY ACT 1995. ALL WORK IS TO BE
PROVIDED BY THE SEQ SERVICE PROVIDER AT HEAD SURVEY DATUM
(i) SAND FILL TO 65% DENSITY THE DEVELOPERS COST. EYES
CARRIED OUT IN ACCORDANCE WITH THIS ACT
16. ALL STORMWATER CULVERTS TO BE RCP CLASS
EARTHWORKS INDEX IN ACCORDANCE WITH
AND IN PARTICULAR THE CONTRACTOR TO EARS
2. ALL ROOFWATER PIPES TO BE uPVC, CLASS SH AS1289.E6.1
ENSURE THE REQUIREMENTS OF THIS WATER SUPPLY NOTES BODY .
1. EARTHWORKS TO COMPLY WITH AS3798. SPECIFICATION WITH REGARD TO 'NOTIFICATION
17. SILT MANAGEMENT PLAN TO REMAIN IN PLACE (ii) NON-SAND FILL TO 95% HANDS
IN RELATION TO A NOTIFIABLE PROJECT ARE 1. ALL WORK AND MATERIALS SHALL BE IN
UNTIL COMPLETION OF WORKS MAXIMUM DRY DENSITY
2. STRIP SITE OF ALL TOPSOIL, VEGETATION AND FULFILLED. ACCORDANCE WITH CURRENT SOUTH EAST
(STANDARD COMPACTION) IN
DELETERIOUS MATTER TO A MINIMUM DEPTH OF QUEENSLAND WATER SUPPLY CODE
18. ALL PROPOSED OPERATIONAL WORKS SHALL BE
CONSTRUCTED IN ACCORDANCE WITH COUNCIL'S
150 mm.
ACCORDANCE WITH AUSTRALIAN
STANDARD
13. BENCHING OF PIT STRUCTURES SHALL HAVE A
SMOOTH FINISHED SURFACE, AND PIPES SHALL
SPECIFICATIONS AND STANDARDS.
FEET
ASSOCIATED CONSULTANTS
OPERATIONAL WORKS APPROVAL LETTER AND
3. PROOF ROLL SUBGRADE TO REVEAL SOFT SPOTS. NOT PROJECT INSIDE THE SHAFT OF THE PIT. 2. UNLESS SPECIFIED OTHERWISE ALL MATERIALS
COUNCIL'S DECISION (iii) COMPACTION TESTS SHALL BE
SOFT SPOTS TO BE REMOVED AND BACKFILLED. AND WORK SHALL COMPLY WITH THE RELEVANT
CARRIED OUT ON EACH LAYER
ALL NATURAL SUBGRADE IS TO BE COMPACTED 14. STORMWATER DRAINAGE PIPES SHALL BE UPVC AUSTRALIAN STANDARDS.
19. CONCRETE KERB RAMPS SHALL BE ALIGNED TO AS THE FILLING IS PLACED. IF
COMPLY WITH COUNCIL'S STANDARD DRAWING
TO ACHIEVE A DENSITY INDEX OF 70%.
THE COMPACTION STANDARD
PIPE (MINIMUM SEWER CLASS SN8) TO AS 14. 1260 WARNING
OR APPROVED EQUIVALENT. MINIMUM COVER TO 3. ADOPT LIP OF KERB OR SHOULDER OF ROAD AS
AND SHALL BE CONSTRUCTED STRICTLY IN
4. MATERIAL WON FROM SITE TO BE INSPECTED BY
SPECIFIED IS NOT ACHIEVED,
ROOFWATER PIPES SHALL BE 50mm EXCEPT PERMANENT LEVEL.
THE CONTRACTOR SHALL CONFIRM THE
ACCORDANCE WITH COUNCIL STANDARD THEN A "PIER AND SLAB" AND
ENGINEER FOR APPROVAL PRIOR TO USE AS
"PIER AND BEAM" FOOTING
WHERE REDUCED COVER IS REQUIRED TO LOCATION OF ALL EXISTING SERVICES ON AND
FILLING UNDER SLABS. ANY IMPORTED FILL TO DISCHARGE TO THE KERB AND CHANNEL. 4. COVER ON MAINS FROM PERMANENT LEVEL TO
20. ALL TEMPORARY AND PERMANENT ROAD SIGNS
HAVE A MINIMUM CBR VALUE OF 15%. ALL FILL TO
DESIGN SHALL BE ADOPTED
BE AS SHOWN IN SEQ-WAT-1200-2.
EXTERIOR TO THE SITE INCLUDING WATER
AND LINEMARKING SHALL COMPLY WITH THE WITH ALL PIERS FOUNDED
CURRENT MANUAL OF UNIFORM TRAFFIC
BE COMPACTED TO EITHER CONTROLLED OR
ON THE NATURAL UNDERLYING
15. MINIMUM PIPE GRADES FOR STORMWATER AS MAINS, SEWER MAINS, GAS MAINS,
ROLLED FILL STANDARD AS SPECIFIED 3500 PART 3: PIPES SHALL COMPLY WITH - 1.0% 5. CONDUITS TO BE INSTALLED IN ACCORDANCE
CONTROL DEVICES(M.U.T.C.D.). EXISTING LINE
ELSEWHERE
MATERIAL.
(MIN) GRADE FOR PIPES < 150 DIA. - 0.5% (MIN) WITH THE STANDARD DRAWINGS. TELECOMMUNICATION CABLES, ELECTRICAL
MARKING SHALL BE REMOVED BY GRINDING
GRADE FOR PIPES > 150 BUT < 375 DIA. CONDUITS, AND STORMWATER PIPES. ANY
NOT"BLACKING OUT". COUNCIL DOES NOT
5. WHERE SERVICE TRENCHES ARE REQUIRED TO VEGETATION PROTECTION 6. A WATER METER SUPPLIED AT THE DEVELOPER'S
APPROVE OF BLACKING OUT OF EXISTING LINE DAMAGE TO EXISTING SERVICES SHALL BE
MARKING. KERB MARKERS SHALL BE PROVIDED
BE EXCAVATED BELOW FOOTING BASE LEVEL,
NOTES 16. CONCRETE CIRCUITWAY AND PARKING AREAS COST, IS TO BE INSTALLED AT THE SERVICE POINT
FOR ALL WATER, TELSTRA AND ANY OTHER
SIDE OF TRENCH SHALL BE LOCATED AWAY FROM SHALL BE CONSTRUCTED WITH 32 MPa OF EACH LOT IN ACCORDANCE WITH THE REPAIRED AT THE CONTRACTORS EXPENSE
SIDE OF FOOTING BY THE SAME DISTANCE THAT STANDARD DRAWING FOR THE SEQ-SP.
SERVICE CONDUIT ROAD CROSSINGS AS
THE TRENCH IS BELOW FOOTING BASE. WHERE
1. TREES LOCATED ALONG THE FOOTPATH SHALL 17. REFER HYDRAULIC DRAWINGS FOR SANITARY THE ENGINEER MUST BE NOTIFIED OF
APPLICABLE. BE, TRANSPLANTED PRIOR TO CONSTRUCTION,
THIS CANNOT BE ACHIEVED, THE STRUCTURAL
OR REPLACED IF DESTROYED.
DRAINAGE LAYOUTS. 7. ALL MATERIALS USED IN THE WORKS SHALL CHANGES PLANS. IF NOT, AS CONSTRUCTED
ENGINEER SHALL BE CONTACTED FOR FURTHER COMPLY WITH THE SEQ-SP's ACCEPTED
21. CONTRACTOR SHALL VERIFY ALL LOCATIONS OF
DIRECTION. 18. COMPACTION OF MATERIAL UNDER CONCRETE PRODUCTS AND MATERIALS LIST OR BE DRAWINGS WILL NOT BE ISSUED
SERVICES, ALL DIMENSIONS AND LEVELS PRIOR 2. WHEN WORKING WITHIN 4m OF TREES, RUBBER CIRCUITWWAYS AND PARKING AREAS SHALL BE (i) APPROPRIATELY SHOWN, LISTED AND DEFINED IN
TO CONSTRUCTION. OR HARDWOOD GIRDLES SHALL BE
6. ALL SOIL CONDITIONS SHALL BE AS PER 75% MINIMUM DENSITY FOR COHESIONLESS THE ENGINEERING SUBMISSION SO THAT THE
CONSTRUCTED WITH 1.8m BATTENS CLOSELY MATERIAL (AS 1289 E5.1) AND (ii) 90% RELATIVE
22. ALL MATERIALS & WORKMANSHIP SHALL BE IN
SPECIFIED GEOTECHNICAL REPORT. WHERE
CONDITIONS VARY FROM REPORT THE
SPACED AND ARRANGED VERTICALLY FROM DRY DENSITY (STD COMP.) FOR MATERIAL OTHER
ALTERNATIVE PRODUCT OR MATERIAL CAN BE
ASSESSED AND IF APPROPRIATE, APPROVED BY
NOTE
ACCORDANCE WITH AS2890, THE BUILDING CODE
OF AUSTRALIA (INCLUDING THE QUEENSLAND
GEOTECHNICAL ENGINEER SHALL BE CONTACTED
GROUND LEVEL. GIRDLES SHALL BE STRAPPED
TO TREES PRIOR TO CONSTRUCTION AND REMAIN
THAN (i) THE SEQ-SP. THE ENGINEER MUST BE NOTIFIED OF
FOR DIRECTIONS
SUPPLEMENT), THE QUEENSLAND BUILDING ACT UNTIL COMPLETION. 8. ALL CONCRETE FOOTPATHS TO BE CLEAR OF
CHANGES PLANS. IF NOT, AS CONSTRUCTED
AMENDMENT ACT 1991 AND THE LOCAL
AUTHORITY'S BY-LAWS.
7. THE CONTRACTOR(S) SHALL FULLY INFORM
3. TREE ROOTS SHALL BE TUNNELLED UNDER,
WATER MAINS. DRAWINGS WILL NOT BE ISSUED
THEMSELVES OF THE GROUND CONDITIONS ON
RATHER THAN SEVERED. IF ROOTS ARE SEVERED 9. TEST/CHLORINATION POINTS TO BE INSTALLED IN
SITE PRIOR TO COMMENCEMENT OF THE WORKS
23. THE CONTRACTOR IS RESPONSIBLE TO OBTAIN THE DAMAGED AREA SHALL BE TREATED WITH A
RELEVANT APPROVALS PRIOR TO
AND ADOPT SEEPAGE AND DRAINAGE CONTROL ACCORDANCE WITH STANDARD DRAWING REVISION LIST
SUITABLE FUNGICIDE. CONTACT RELEVANT
COMMENCEMENT OF WORKS.
AND CONSTRUCTION PRACTICES APPROPRIATE
COUNCIL ARBORIST FOR FURTHER ADVICE.
NO.SEQ-WAT-1410-1. A ORIGINAL ISSUE 21/5/25
FOR THE SITE CONDITIONS. IT IS THE RESPONSIBILITY OF THE FOREMAN TO A ORIGINAL ISSUE 21/5/25
10. THE CONSTRUCTION OF THE WATER
24. KERB MARKERS SHALL BE PROVIDED FOR ALL
8. WHERE ANY FILLING IS CARRIED OUT ON THE SITE
4. ANY TREE LOPPING REQUIRED SHOULD BE RETICULATION WORK SHOWN ON THIS DRAWING CONTACT THE RELEVANT SERVICE AUTHORITIES TO
WATER, TELSTRA AND ANY OTHER SERVICE UNDERTAKEN BY AN APPROVED ARBORIST.
CONDUIT ROAD CROSSINGS AS APPLICABLE
AFTER THE COMPLETION OF THE SITE MUST BE SUPERVISED BY AN ENGINEER WHO HAS ASCERTAIN THE EXACT LOCATION OF SERVICES
INVESTIGATION, THE FOLLOWING REQUIREMENTS RPEQ REGISTRATION. WORKS NOT COMPLYING
25. ALL VARIATIONS SHALL BE BE APPROVED IN
SHALL BE FOLLOWED: SOIL NOTES WITH THIS REQUIREMENT WILL NOT BE PRIOR TO CONSTRUCTION
1. TOPSOIL AND SUBSOIL SHALL BE STOCKPILED PERMITTED TO CONNECT TO THE RETICULATION
SOIL NOTE
WRITING BY THE ENGINEER BEFORE BEING
• THE SITE SHALL BE STRIPPED OF ALL SEPARATELY. SYSTEM.
CARRIED OUT
VEGETATION PRIOR TO THE PLACEMENT OF ANY
FILLING MATERIAL. 2. CARE SHALL BE TAKEN TO PREVENT SEDIMENT
26. THE CONTRACTOR SHALL CONFIRM THE
LOCATION OF ALL EXISTING SERVICES ON AND FROM ENTERING THE STORMWATER SYSTEM.
• COMPACTION STANDARDS FOR FILLING MATERIAL THIS MAY INVOLVE PLACING APPROPRIATE
EXTERIOR TO THE SITE INCLUDING BUT NOT
LIMITED TO WATER MAINS, SEWER MAINS, GAS SEDIMENT CONTROLS AROUND STOCKPILES.
MAINS, LELECTRICAL CABLES,
TELECOMMUNICATION CABLES. ANY DAMAGE TO 3. IF ACID SULPHATE SOILS EXIST IN THE WORKS
EXISTING SERVICES ITS THE RESPONSIBILITY OF AREA. THE OUTPUTS FROM THE RISK
THE CONTRACTOR AND AT THE CONTRACTORS ASSESSMENT BASED ON THE QUEENSLAND ACID
EXPENSE SULPHATE SOIL TECHNICAL MANUAL SHALL BE Computer File
CONFORMED TO. 250314OPW.DWG
DRAWING NUMBER SHEET REV.
25-0314-IF2 2 B
Page 17
0°00'
S
S
17.550 33.874
S
S
SW
S
LINDSAY CONSULTING PTY
LINDSAY CONSULTING PTY LTD
S
LTD
S
SW
Metal
Shed
RPEQ 4928
S
OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
THIS DRAWING REMAINS THE PROPERTY OF
S
LINDSAY CONSULTING PTY LTD AND IS FOR
S
THE SOLE USE OF THE CLIENT. NO PART
NAIL IN KERB
RL 6.38 AHD
BENCHMARK
MAY BE USED IN PART OR WHOLE WITHOUT
SW
S
PRIOR EXPRESS WRITTEN CONSENT OF
S
LINDSAY CONSULTING PTY LTD
S
CLIENT AND PROJECT DESCRIPTION
S
EAGLE SURVEYS
SW
S
PROPOSED SUBDIVISION
S
270°00'
33 CRANK STREET,
S
TEWANTIN
7
SW
S
90°02'20"
23.774
S
23.774
S
90°00'
T
101
DRAWING TITLE
S
SW
STORMWATER MANAGMENT
S
Metal
Shed
PLAN
S
S
SW
S
SCALES
S
EXISTING IL 4.52 0 5 10 m
S
32.858
Metal
Shed
8
S
Orig. 1:200
SW
180°00'
Dia 100 outlet pipe with 25 mm
S
38.994
restriction pipe (refer tank detail)
S
IL upstream 4.80
S
10000 lt detention tank,
IL downstream 4.70
SW
S
refer detail SURVEY DATUM
9.22
IL 4.80
S
Level Datum:
Dia 100 inlet pipe stub
S
PSM105341
6
T
for future house IL 5.80
119
S
SW
RL8.712m AHD
S
F3
8.
S
ASSOCIATED CONSULTANTS
68
10
1.5502'
5 S
°
SW
3
S
SW
SW
S
105°
1. 02'
5
1500 mm MIN
S
T
5
3.
215
4
7
exclusion zone from
S
10
7
13
existing sewer line
S
3.10
5
198
7
°
S S S S S
S
S S S S
01
S S S S S S S S S S S S S S S S S S S S S S
T
S S S S S S S S S S S S S S S S S S S S S S S S
197
'
165°
44.398 180°00' 00'
W W W W W W W W W W W W W W W W W
NOM SL 6.00
REVISION LIST
A ORIGINAL ISSUE 21/5/25
100 PVC
A ORIGINAL ISSUE 21/5/25
overflow
pipe
Inlet Pipes
IL 5.80
6
10000 lt MIN
detention tank
NOM TANK IL 4.80
Computer File
25 PVC restricted
250314OPW.DWG
WATER DETENTION TANK DETAIL flow pipe
DRAWING NUMBER
25-0314-C3
SHEET
3 B
REV.
Page 18
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
OVERLA TRAPPED SEDIMENT
TYPICAL GRASS FILTER STRIP DETAIL RPEQ 4928
ND FLO
W TURF STRIPS BATTER GRADE N.T.S. OFF. 2C/82 PARKER STREET, MAROOCHYDORE PH 54 792 118
1:2 max.
THIS DRAWING REMAINS THE PROPERTY OF
CHANNEL STABILISATION
AS REQUIRED
NOTE:-
UNDISTURBED
AREA LINDSAY CONSULTING PTY LTD AND IS FOR
Min. GRADE 0.25%
Max. GRADE 0.75%
THE SOLE USE OF THE CLIENT. NO PART
TURF FLARES TO
RESTRICT SCOURING
MUST HAVE A STABILISED OUTLET.
MAYBE USED AS CONTOUR DRAINS MAY BE USED IN PART OR WHOLE WITHOUT
ALONG TURF EDGE
PRIOR EXPRESS WRITTEN CONSENT OF
TURF STRIP
BEHIND KERB CAN BE CONSTRUCTED WITH
LINDSAY CONSULTING PTY LTD
GRADIENT OF DRAIN OR WITHOUT CHANNEL
road surface
1% to 5%
DIRECTION
ALL BATTER GRADES
2(H):1(V) MAX. SURFACE ROUGHENING CLIENT AND PROJECT DESCRIPTION
OF FLOW
150 mm min. 300 mm min.
150 MM MIN. SPILLWAY
150 MM MIN.
EAGLE SURVEYS
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
to be drawn together and settle under gravity.
FLO
W 33 CRANK STREET,
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
SPACING OF CHECK DAMS ALONG CENTRELINE TEWANTIN
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 MAINTENANCE PROGRAM SHOULD ENSURE THEIR INTEGRITY IS RETAINED, ESPECIALLY WHERE CONSTRUCTED WITH STRAW
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.
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
TRENCHES TO AT LEAST 100 MM ABOVE THE GROUND SURFACE TO REDUCE THE RISK OF UNDERCUTTING.
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,
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.)
E (MA 2:1
P SLO
FLOW SLO PE (
STORMWATER DISCHARGE QUALITY CRITERIA 2:1 MAX
. )
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
ONTO KERB 4.0m MIN. .
GEOTEXTILE STAKES
FILTER FABRIC STAKES
DROP INLET 1.5m TIMBER STAKES
RUNOFF WATER WITH GRATE
1.5m M WITH SEDIMENT AT MAX 2.5m CENTRES
RUNOFF
0.2m
DISTURBED
AREA
ASSOCIATED CONSULTANTS
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
AND COMPACT nt GEOTEXTILE FILTER SOCK A
lignme FILLED WITH 25MM GRAVEL
OVERLAP-BURY UPPER END OF 15. ty A
LOWER BLANKET AS IN "A". OVERLAP STAPLES: 8 GAUGE MIN 0m Pro
per
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
c han
nel
oad
way
AT MAX 2.5m CENTRES
SELF-SUPPORTING
GEOTEXTILE SEDIMENT FENCES
b&
exclude material finer than sieve 2.36mm Ker
g, o
r new
r
DIRECTION OF
Sedi
- uncontouredFenceconcentrati
m ent installeond ofacross thed contour
flow shoul be avoided
A Exis
tin 500mm TO 600mm FLOW
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
SET 300mm ABOVE GROUND A ORIGINAL ISSUE 21/5/25
AT GRID OF
1m CENTRES
CONSTRUCTION SITE 5
MIN m T A ORIGINAL ISSUE 21/5/25
B MEN
NOM
LIGN
200
A
10 TY
MIN m
R O PER NEL ;SEDIMENT FENCE CONSTRUCTION NOTES
B P N
CHA AY 1. CONSTRUCTION SEDIMENT FENCES AS CLOSE AS
FLOW
GEOFABRIC FABRIC, BIDIM A34 & ADW KERB INLET PIT SEDIMENT BARRIER POSSIBLE TO BEING PARALLEL TO THE CONTOURS OF THE
300
B
STAPLE OUTSIDE EDGES OR SIMILAR m KER EW RO CONSTRUCTION NOTES SITE, BUT WITH SMALL RETURNS. THE CATCHMENT AREA
AT 300mm CRS. 3MIN SHOULD BE SMALL ENOUGH TO LIMIT WATER FLOW IF
RN 1. FABRICATE A SLEEVE FROM GEOTEXTILE OR WIRE MESH
N G ,O LONGER THAN THE LENGTH OF THE INLET PIT AND FILL
CONCENTRATED AT ONE POINT.
RUNOFF TO BE DIRECTED TO A SEDIMENT TRAP, ST I 2. CUT A 150-mm DEEP TRENCH ALONG THE UPSLOPE
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.
LEAST 3m WIDE. Computer File
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-C5 5 B
Page 19
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-C6 6 B
Page 20
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 C – Rainfall Calculation
2C/82 Parker St, Maroochydore 4558
OFFICE: (07) 54 792 118 MOBILE: 0412 313 645 FAX: (07) 54 510 118
E-MAIL: [email protected] C-1
Page 21
LINDSAY CONSULTING PTY LTD
RAINFALL VOLUME CALCULATIONS
Project 33 CRANK STREET, TEWANTIN Project Number 250354
Client Eagle Surveys
SITE INFORMATION
Total Site Area 1957 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 400 sqm
1 min 170 193 261 306 349 403 443 Site Area 1957 sqm
2 min 144 164 227 270 312 369 413 Travel length 60 m
3 min 136 154 212 252 290 341 381 Site Slope 0.05
4 min 129 147 201 237 272 318 353 Surface Roughness 0.2
5 min 123 140 191 225 257 299 330 Land Description L L/M/D
10 min 101 114 154 180 204 235 257 Soil Permeability L High/Medium/Low (H/M/L)
15 min 85.6 96.8 131 152 173 198 217 L ==> Light cover bushland, or poor grass cover, or low density pasture, or low cover bare fallows
30 min 60.3 68.3 92.7 109 124 143 158 M ==> Medium Density Bush, or good grass cover, or high density pasture, or zero tilling cropping
1 hour 40 45.5 62.8 74.3 85.6 100 112 H ==> Dense Bushland
2 hour 25.9 29.7 41.8 50.1 58.3 69.4 78.1 Un-Developed Fraction Impervious 0.4 From Fig. 4.05.1 in QUDM (2007)
3 hour 20.1 23.2 33 39.8 46.6 55.9 63.1 Developed Fraction Impervious 0.9 From Fig. 4.05.1 in QUDM (2007)
6 hour 13.1 15.3 22.1 27 31.9 38.6 43.9 One Hr rainfall Intensity for Q10 74.3 mm/hr
12 hour 8.64 10.1 14.9 18.3 21.8 26.6 30.4 Calculated Travel Time 9 Min Must equal time selected for intensity
24 hour 5.63 6.61 9.86 12.2 14.7 18 20.8 Adopted Storm Time 9 min
48 hour 3.55 4.17 6.25 7.82 9.47 11.8 13.7
72 hour 2.65 3.1 4.66 5.86 7.13 8.97 10.5 Detention Tank Provided 10000 lt
Return interval (ARI)
1 2 5 10 20 50 100
Intensity (for Return Interval) 105.40 119.20 161.40 189.00 214.60 247.80 271.60
Undeveloped Developed Undeveloped Developed Undeveloped Developed Undeveloped Developed Undeveloped Developed Undeveloped Developed Undeveloped Developed
C10 value 0.780 0.880 0.780 0.880 0.780 0.880 0.780 0.880 0.780 0.880 0.780 0.880 0.780 0.880
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 0.704 0.663 0.748 0.741 0.836 0.780 0.880 0.819 0.924 0.897 1.012 0.936 1.056
Q (m3/sec) 0.036 0.040 0.043 0.049 0.065 0.073 0.080 0.090 0.096 0.108 0.121 0.136 0.138 0.156
Total Rainfall for event (m3) 22 27 40 49 59 74 85
Total Non-Worsening Volume for Storm (m3) 3 3 5 6 7 9 10
Roof Area Runoff for Storm (m3) 4 5 8 9 11 15 17
The text continues on page 22.