Civil Plans SCG 31131-OPW-2022.04.05.pdf

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                          Issue:




                                                       Unit 1/11 Project Ave,
                                                       Noosa Heads
                                                       Ph (07) 5455 5604




                          DEBUILD T/A
                                                       email:[email protected]
                                                       web:www.scg-engineers.com
                                                       ABN 40 098 481 899




                              Title:




                             Project




                             Date:           Drawn                Design

                              Checked:       Drg No.                        Rev.




        Rev. - 10.06.16


[OCR of page images]
 

 

DRAWING SIZE — At

 

www.dialbeforeyoudig.com.au

SAY DIAL1100

yy BEFORE YOU DIG

 

  

 

 

 

CONSTRUCTION NOTES

GENERAL:

1. DO NOT SCALE FROM THIS DRAWING.

2. ALL DIMENSIONS IN MILLIMETRES

3. SETTING OUT DIMENSIONS ARE TO BE OBTAINED FROM THE
ARCHITECTURAL DRAWINGS.

4. ANY DISCREPANCIES BETWEEN THESE DRAWING AND THE
ARCHITECTURAL DRAWINGS ARE TO BE REFERRED TO THE
ENGINEER IMMEDIATELY.

5. THE BUILDER IS RESPONSIBLE FOR LOCATING ALL EXISTING
SERVICES WITHIN AND ADJACENT THE ALLOTMENT AND SHALL
ENSURE THAT ALL NEW WORKS ARE IN ACCORDANCE WITH
THE ATTACHED CRITICAL DEPTH LINE DIAGRAM.

6. ALL EXCAVATIONS ARE TO REMAIN DRY AND FREE OF ALL
LOOSE MATERIAL PRIOR TO THE PLACEMENT OF CONCRETE.
7. WHERE COMPACTED FILL IS NOTED ON THIS AND
ASSOCIATED PLANS, COMPACTION TO ACHIEVE 98% MINIMUM
DENSITY RATIO TO BE ACHIEVED FOR COHESIVE (CLAY) SOILS
AND 65% MINIMUM DENSITY INDEX FOR COHESIONLESS
(SANDY) SOILS. IN ACCORDANCE WITH AS3798-2007.

8. UNLESS NOTED OTHERWISE A MINIMUM BEARING CAPACITY
OF 100kPA SHOULD BE ACHIEVED WITHIN COMPLETED FILLING.
COMPACTION AND BEARING CAPACITY TEST RESULTS MUST BE
PRESENTED TO SCG CONSULTING ENGINEERS FOR APPROVAL
PRIOR TO WORKS PROCEEDING.

9. CHEMSET OR EPOXY BOLTING TO CONCRETE OR BLOCK
WORK MEMBERS NOMINATED ON THE ATTACHED PLANS ARE
TO UTILISE RAMSET CHEMSET INJECTION 800 SERIES OR
EQUALLY APPROVED. ALL WORK TO BE IN STRICT
ACCORDANCE WITH THE MANUFACTURERS REQUIREMENTS.

10. THE BUILDER MUST PROTECT ALL EXISTING NEIGHBOURING
STRUCTURES/BUILDINGS THROUGHOUT THE WORKS,
PARTICULARLY DURING EARTHWORKS. REFERENCE SHOULD BE
MADE TO OUR CRITICAL DEPTH LINE DIAGRAM OR SEEK
GUIDANCE DIRECTLY FROM THIS OFFICE

13. THE BUILDER MUST HAVE A B.A APPROVAL FOR THE
PROPOSED WORKS FROM EITHER A PRIVATE CERTIFIER OR
LOCAL COUNCIL BEFORE ANY SITE INSPECTION CAN BE
CARRIED OUT.

HYDRAULICS

1, HYDRAULIC SERVICES SHOWN ARE DIAGRAMATIC ONLY.
REFER TO ARCHITECTURAL DRAWINGS FOR LOCATIONS OF
FIXTURES.

2. ALL SANITARY HYDRAULICS AND WATER RETICULATION
WITHIN THE ALLOTMENT BOUNDARY TO BE IN
ACCORDANCE WITH AS3500.

3. ALL WORK SHALL COMPLY WITH THE REQUIREMENTS
OF AUTHORITIES HAVING JURISDICTION, AFTER OBTAINING
ALL NECESSARY PERMITS AND APPROVALS.

4. THE CONTRACTOR IS TO CONFIRM THE POSITION OF
ALL EXISTING SERVICES AS INDICATED ON THESE AND
ASSOCIATED PLANS PRIOR TO THE COMMENCING OF
WORK.

5. STORMWATER DRAINAGE PIPES SHALL BE CLASS SH
UPVC OR RUBBER RING JOINTED REINFORCED CONCRETE
PIPE LAID AT A MINIMUM GRADE OF 1 IN 100 U.N.O.
JOINS ARE TO BE CONSTRUCTED IN ACCORDANCE WITH
THE MANUFACTURERS REQUIREMENTS.

6. SEWERS 100mm DIAM. UPVC U.N.O. AND LAID AT A
MINIMUM GRADE OF 1 IN 60.

11. CLEAN-OUTS, INSPECTION OPENINGS AND CLOSING
CAPS SITUATED IN VEHICULAR OR PEDESTRIAN
PAVEMENTS ARE TO BE FITTED WITH EITHER BRASS OR
CAST-IRON COVERS.

12. ALL IN-GROUND VALVES SHALL BE IN ACCORDANCE
IN APPROVED CONCRETE PATH BOXES.

13. ALL WASTE PIPES AND WATER SERVICES
PENETRATING SLABS TO BE WRAPPED IN AN APPROVED
FLEXIBLE JOINT JOINT WRAPPING.

14. THE TERM ’SERVICE’ REFERS TO THE MINIMUM
INTERNAL PIPE DIAMETER UNLESS NOTED OTHERWISE.

GENERAL FILLING NOTES

-THE SITE IS TO BE SCRAPED CLEAR OF ALL ORGANIC
MATERIAL AND DEBRIS.

—THE SUBGRADE IS TO BE ROLLED WITH A VIBRATING STEEL
DRUM ROLLER TO ACHIEVE A MINIMUM RELATIVE FIELD
DENSITY OF 98%. THE COMPACTION IS TO BE SUFFICIENT TO
ACHIEVE A BLOW COUNT OF 7 BLOWS PER 300mm WITH AN
APPROVED PERTH SAND PENETROMETER FOR A DEPTH OF
1.0m BELOW EXCAVATED LEVEL. COPIES OF COMPACTION TEST
RESULTS SHALL BE PRESENTED TO SCG CONSULTING
ENGINEERS FOR APPROVAL.

—UNLESS NOTED OTHERWISE A MINIMUM BEARING CAPACITY
OF 100kPa SHOULD BE ACHIEVED WITHIN COMPACTED FILLING.
COMPACTION & BEARING CAPACITY TEST RESULTS MUST BE
PRESENTED TO SCG CONSULTING ENGINEERS FOR APPROVAL
PRIOR TO WORKS PROCEEDING.

—THE FILL MATERIAL IS TO BE APPROVED MATERIAL
BORROWED FORM SITE OR IMPORTED CLEAN GRANULAR
MATERIAL (I.E. SAND TO A CLAYEY SAND IN ACCORDANCE
WITH AS1726) BE FREE OF ANY ORGANIC MATERIAL AND HAVE
A CLAY CONTENT OF LESS THAN 12% (PLASTICITY INDEX LESS
THAN 25%, LINEAR SHRINKAGE OF 15%). THE PROPOSED
MATERIAL IS TO BE INSPECTED BY SCG CONSULTING
ENGINEERS PRIOR TO ITS REMOVAL TO ENSURE ITS
COMPATIBILITY.

—THE FILL IS TO BE PLACED AND COMPACTED IN
ACCORDANCE WITH AS3798-1996 TO A LEVEL SUFFICIENT 10
ACHIEVE A LEVEL 1 CERTIFICATION WITH A MINIMUM RELATIVE
FIELD DENSITY OF 98%. (REFER PAVEMENT EARTHWORKS
NOTES FOR PAVEMENT AREAS). COPIES OF COMPACTION TEST
RESULTS SHALL BE PRESENTED TO SCG CONSULTING
ENGINEERS FOR APPROVAL.

FILLING AND COMPACTING ADJACENT EXISTING STRUCTURES
IS TO BE IN STRICT ACCORDANCE WITH THE ASSOCIATED
DETAILS AND SPECIFICATIONS.

—AREAS WHERE EXISTING STRUCTURES OR TREES ARE
REMOVED SHALL BE BACKFILLED WITH THE APPROVED FILL
MATERIAL COMPACTED IN ACCORDANCE WITH AS2870-1996 TO
ACHIEVE A MINIMUM RELATIVE FIELD DENSITY OF 987.

—ANY LOOSE OR SOFT MATERIAL UNCOVERED IN THE SITE
PREPARATION SHALL BE REMOVED AND REPLACED WITH THE
APPROVED FILL MATERIAL COMPACTED IN ACCORDANCE WITH
AS2870-1996 TO ACHIEVE A MINIMUM RELATIVE FIELD
DENSITY OF 98%.

—SITE DRAINAGE AND SILT PROTECTION MEASURES MUST BE
INSTALLED PRIOR TO CONSTRUCTION COMMENCING.

PAVEMENT EARTHWORKS NOTES

=THE PAVEMENT AREA IS TO BE SCRAPED CLEAR OF ALL
ORGANIC MATERIAL AND DEBRIS.

—ANY STOCKPILED SOILS MUST BE COVERED TO PROTECT
AGAINST WIND BLOWN OR STORMWATER RUNOFF OF SILT/FINES
FROM THE SITE.

—THE EXPOSED SURFACE MUST BE TESTED BY A
GEOTECHNICAL ENGINEER FOR SUB-GRADE ADEQUACY (min
CBR 5) .

—ANY AREAS REQUIRING FILLING TO THE UNDERSIDE OF
PAVEMENT SHOULD USE APPROVED STOCKPILED MATERIAL
FREE OF TOPSOIL/VEGETATION OR IMPORTED CLEAN
GRANULAR MATERIAL (I.E. SAND TO A CLAYEY SAND IN
ACCORDANCE WITH AS1726). ALL FILL IS TO BE FREE OF ANY
ORGANIC OR DELETERIOUS MATERIAL AND HAVE A CLAY
CONTENT OF LESS THAN 12% (PLASTICITY INDEX LESS THAN
15%, LINEAR SHRINKAGE OF 15%). THE PROPOSED MATERIAL 1S
TO BE INSPECTED BY SCG CONSULTING ENGINEERS PRIOR TO
ITS USE TO ENSURE ITS COMPATIBILITY.

—THE FILL IS TO BE PLACED AND COMPACTED IN MAX 150mm
THICK LAYERS ACCORDANCE WITH AS3798-2007 TO ACHIEVE
LEVEL 1 CERTIFICATION WITH A MINIMUM STANDARD DENSITY
RATIO OF 100% COPIES OF COMPACTION TEST RESULTS SHALL
BE PRESENTED TO SCG CONSULTING ENGINEERS FOR
APPROVAL PRIOR TO FURTHER PAVEMENT WORKS.

—THE PREPARED SUB-GRADE SHOULD BE PROOF ROLLED AND
ANY IDENTIFIED SOFT AREAS REMOVED AND BACKFILLED IN
ACCORDANCE WITH THE ABOVE SPECIFICATIONS

FILLING AND COMPACTING ADJACENT EXISTING STRUCTURES
IS TO BE IN STRICT ACCORDANCE WITH THE ASSOCIATED
DETAILS AND SPECIFICATIONS.

—AREAS WHERE EXISTING STRUCTURES OR TREES ARE
REMOVED SHOULD BE REMOVED AND BACKFILLED IN
ACCORDANCE WITH THE ABOVE SPECIFICATIONS

PAVEMENT BASE AND SUB-BASE MATERIAL SHALL BE
PLACED AND COMPACTED IN MAX 150mm THICK LAYERS IN
ACCORDANCE WITH AS3798-2007 TO ACHIEVE LEVEL 1
CERTIFICATION WITH A MINIMUM STANDARD DENSITY RATIO OF
100% COPIES OF COMPACTION TEST RESULTS SHALL BE
PRESENTED TO SCG CONSULTING ENGINEERS FOR APPROVAL
PRIOR TO PAVEMENT WORKS CONTINUING.

FOR AC PAVEMENTS THE COMPACTED BASE COURSES
SHOULD BE PROOF ROLLED WITH A FULL WATER TRUCK IN
THE PRESENCE OF THE DESIGN ENGINEER TO CONFIRM
ADEQUACY PRIOR TO AC PLACEMENT,

—SITE DRAINAGE AND SILT PROTECTION MEASURES MUST BE
INSTALLED PRIOR TO CONSTRUCTION COMMENCING.

 

FOOTPATHS AND DRIVEWAYS:
1. EXISTING FOOTPATHS TO BE SAW CUT PRIOR TO REMOVAL
2. MINIMUM CONCRETE THICKNESSES:

PAVEMENT (VEHICLES): 190mm U.N.O.
FOOTPATHS: 125mm _U.N.O.

3. CONCRETE IN ACCORDANCE WITH AS360 AND AS1379
AND MINIMUM STRENGTHS AS FOLLOWS:

PAVEMENT (VEHICLES): 52 MPa
FOOTPATHS: 25 MPa

4. CONCRETE SURFACE TOLERANCE +5.0mm OVER 3.0m
5. REINFORCEMENT FABRIC TO AS 1304, PLACED CENTRAL
SLAB DEPTH.

6. MAX. 1 in 40 CROSSFALL (ACCROSS) ON FOOTPATHS.
7, EXPANSION JOINTS AS NOTED (T.J.) ON PLANS TO BE
10mm WIDE WET TOOLED WITH EVERY 2ND MESH WIRE CUT
ALONG JOINT. REFER DETAIL.

8. ONE ACCESS POINT PERMITTED FOR EACH ALLOTMENT.
9. FOR CURVED DRIVEWAYS, MAXIMUM GRADES APPLY TO
INSIDE EDGE OF CURVE

10. ALL EXISTING SERVICES TO BE LOCATED AND PROTECTED
AS REQUIRED PRIOR TO WORK COMMENCING

 

 

 

 

 

 

 

CONCRETE :
1. ALL WORKMANSHIP AND MATERIALS SHALL COMPLY WITH AS3600 -
CONCRETE STRUCTURES
2. ADDITIVES INCLUDING FLY ASH CAN ONLY BE ADDED TO THE CONCRETE
UPON THE APPROVAL OF THE ENGINEER.
3. ALL CONCRETE SHALL BE NORMAL CLASS CONCRETE UNLESS NOTED
OTHERWISE. CONCRETE GRADES, MAXIMUM SLUMPS AND MAXIMUM
AGGREGATE SIZE ARE AS FOLLOWS;
FOOTINGS - 25MPa, MAX SLUMP 100mm & 20mm MAX. AGG. SIZE.
GROUND FLOOR SLABS 100-1507HK. - 32MPa, MAX. SLUMP 80mm &
20mm MAX. AGG. SIZE.
PAVEMENTS - 32MPa, MAX. SLUMP, 80mm & 20mm MAX. AGG. SIZE.
BLOCKWORK GROUT - N20, MAX. SLUMP, 100mm & 10mm MAX. AGG. SIZE.
4, ALL CONCRETE MEMBERS GREATER THAN 100mm IN THICKNESS MUST BE
MECHANICALLY VIBRATED.
5. INNO INSTANCE SHALL THE CONCRETE BE WETTED UP PRIOR TO OR
DURING PLACEMENT,
6. SLAB CONCRETE SHALL BE CURED FOR A MINIMUM OF SEVEN (7) DAYS
BY AN APPROVED METHOD. DETAILS AVAILABLE UPON REQUEST,
7. FORMWORK TO BE IN ACCORDANCE WITH AS3610. DESIGN AND
CERTIFICATION IS BY OTHERS AND MUST BE INSPECTED AND APPROVED BY
THE FORMWORK DESIGNER PRIOR TO THE PLACEMENT OF ANY CONCRETE,
8. FORMWORK STRIPPING AND BACK-PROPPING OF SUSPENDED FLOOR
SLABS TO THE APPROVAL OF THE ENGINEER.
REINFORCEMENT:
1. THE FOLLOWING MARKS ARE USED TO IDENTIFY THE VARIOUS
REINFORCING STEELS USED, GOVERNING STANDARD FOR USE ALSO LISTED;
TM — TRENCH MESH, min 450MPa (AS1304)
F — MESH/FABRIC, MIN. 450MPa (AS1304)
N - DEFORMED BAR, MIN. 500MPa (AS1302)
R - PLAIN BAR, MIN 250MPa (AS1302)
W - HARD DRAWN WIRE, MIN 450MPa (AS1303)
2. ALL REINFORCEMENT SHALL BE CHAIRED, TIED AND RESTRAINED IN THE
CORRECT LOCATION TO ENSURE NO MOVEMENT DURING CONCRETE
PLACEMENT. SLAB MESH CHAIRS AT 800mm CTRS. MAX. IN BOTH
DIRECTIONS.
3, MINIMUM COVER TO REINFORCEMENT IS AS FOLLOWS;
FOOTINGS & PIERS - 40mm ALL FACES
SLABS ON GROUND - 30mm TOP (INTERNAL SURFACES)
= 30mm BOTTOM (OVER POLY. DPM)
— 40mm (EXPOSED SURFACES).
SUSPENDED SLABS - 30mm (INTERNAL SURFACES).
— 40mm (EXPOSED SURFACES).
PAVEMENTS © - 40mm (EXPOSED SURFACES).
= 30mm (INTERNAL SURFACES).
4, MINIMUM LAP LENGTHS ARE 225mm (ONE PANEL PLUS 25mm) FOR
SLAB MESH, 500mm FOR TRENCH MESH AND 40 TIMES THE BAR DIAMETER
OR 500mm WHICHEVER GREATER FOR REINFORCING BARS.
5, ALL EXPOSED STARTER BAR ENDS TO BE FITTED WITH PROTECTIVE END
CAPS UNTIL ENCASED IN CONCRETE

 

STEELWORK :
1, ALL WORKMANSHIP INCLUDING FABRICATION AND ERECTION SHALL BE IN
ACCORDANCE WITH AS4100 & ASS131 WITH ALL MEMBERS AND SECTIONS
BEING NEW AND FREE OF RUST AND DAMAGE. ANY VARIATION TO THIS
MUST BE CONFIRMED IN WRITING BY THE ENGINEER PRIOR TO ANY WORK
COMMENCING.
2. UNLESS NOTED OTHERWISE THE CONSTRUCTION CATEGORY IS CC2 IN
ACCORDANCE WITH ASS131
3. ALL STEELWORK UNLESS NOTED OTHERWISE SHALL CLEANED OF RUST
AND MILL SCALE AND COATED WITH ONE COAT OF ROZP.
4. EXPOSED STEELWORK INCLUDING BOLTS SHOULD BE HOT DIPPED
GALVANIZED IN ACCORDANCE WITH AS4680 AS APPLICABLE.
5. ALL BOLTS UNLESS NOTED OTHERWISE SHALL BE GRADE 4.6/S
GALVANIZED (S-SNUG TIGHT IN ACCORDANCE WITH AS5131). WHERE GRADE
8.8/S ARE SPECIFIED ARE TO BE GALVANIZED AND IN ACCORDANCE WITH
AS1252.1 (S-SNUG TIGHT IN ACCORDANCE WITH AS5S131)
6.TEMPORARY BRACING AND SUPPORT SHALL BE PROVIDED TO THE
STRUCTURE UNTIL ALL BOLTS ARE INSTALLED AND TIGHTENED AS SPECIFIED.
7. ALL STRUCTURAL STEEL MEMBERS TO CONFORM WITH THE FOLLOWING
AUSTRALIAN STANDARDS AND MINIMUM STRENGTHS GRADES (MPa);
SHS/RHS/CHS HOLLOW SECTIONS - AS1163, MIN GRADE C350LO
UB/UC/PFC/EA/UEA HOT ROLLED SECTIONS - AS3679, MIN GRADE
300
PLATE SECTIONS — AS3678, MIN GRADE 250
COLD FORMED PURLINS/GIRTS (C OR Z) - AS1397, MIN GRADE 450
8. ALL WELDING SHALL BE CARRIED OUT IN ACCORDANCE WITH ASS131.
ON-SITE WELDING IS NOT PERMITTED WITHOUT APPROVAL FROM THE
ENGINEER. UNLESS NOTED OTHERWISE ALL WELDS ARE TO BE 5.0mm
CONTINUOUS FILLET WELDS (C.F.W.).
9. ALL RESIDENTIAL CONSTRUCTION (CLASS 1) WELDS TO BE CATEGORY GP
UNLESS NOTED OTHERWISE. ALL INDUSTRIAL (CLASS 8) WELDS TO BE
CATEGORY SP UNLESS NOTED OTHERWISE. ALL OTHER WELDS NOT SPECIFIED
TO BE CATEGORY GP UNLESS NOTED OTHERWISE.
7. THE ENGINEER IS TO BE PROVIDED WITH STEELWORK SHOP DRAWINGS
FOR REVIEW AND COMMENT PRIOR TO FABRICATION.
REINFORCED BLOCKWORK :
1, ALL MATERIALS AND WORKMANSHIP TO BE IN ACCORDANCE WITH AS3700
1998.
2. MINIMUM MASONRY STRENGTH F'UC=15Mpa
3. MORTAR MIX 1: 1/2 : 5 (CEMENT: LIME: SAND)
4. ALL CORES TO BE CLEANED AND FREE OF ALL MORTAR FINS PRIOR 10
GROUTING VIA CLEAN-OUT BLOCKS AT THE BASE OF THE WALL.
5. MINIMUM GROUT STRENGTH fc=20MPa (300kg/m3 MIN. CEMENT) WITH A
MAXIMUM AGGREGATE SIZE OF 10mm. COMPACT GROUT DOWN FULL DEPTH
OF CORE WITH PLAIN ROD OR SIMILAR.
7. MINIMUM COVER TO REINFORCING is 20mm FROM INSIDE FACE OF BLOCK.
BARS TO BE ARRANGED AS SHOWN ON ASSOCIATED DETAILS.
8. WALLS TO BE WATERPROOFED WHERE INDICATED ON THE DRAWINGS.
WATERPROOF MEMBRANES INSTALLED IN STRICT ACCORDANCE WITH THE
MANUFACTURES REQUIREMENTS.
9. UNLESS NOTED OTHERWISE ALL WALL VERTICAL STARTER BARS ARE TO
BE CAST INTO THE SUPPORTING FOOTING OR FLOOR SLAB UNDER AS
APPLICABLE
10. ALL MASONRY WALLS DURING CONSTRUCTION TO BE TEMPORARY
BRACED OR OTHERWISE STABILISED AS NECESSARY TO RESIST WIND LOADS
OR LATERAL FORCES, IN ACCORDANCE WITH LOCAL AUTHORITIES WORK
PLACE HEALTH AND SAFETY GUIDE LINES.

BIO-RETENTION BED MAINTENANCE REQUIREMENTS

Vegetation plays a key role in maintaining the porosity of the filter media of
a bioretention basin and a strong healthy growth of vegetation is critical to
its performance. Therefore the most intensive period of maintenance is
during the plant establishment period (first two years) when weed removal
and replanting may be required.

Inflow systems and overflow pits require careful monitoring, as these can be

prone to scour and litter build up. Debris can block inlets or outlets and

can be unsightly, particularly in high visibility areas. Inspection and removal
of debris should be done regularly, and debris should be removed whenever
it is observed on a site. Where sediment forebays are adopted, regular
inspection of the forebay is required (3 monthly) with remove of
accumulated sediment undertaken as required.

For larger bioretention basins, it is essential that a maintenance access

point is designed for and

maintained in the bioretention basin. The size and complexity of the system

will guide its design and may involve provision of a reinforced concrete

ramp/ pad for truck or machinery access.

2005 Edition

Amended June 2007

Policy 11: Land Development Guidelines

Section 13.6 -Bioretention Basins

27 of 43

Typical maintenance of bioretention basin elements will involve:

* routine inspection of the bioretention basin profile to identify any areas of
obvious increased sediment deposition, scouring from storm flows, rill
erosion of the batters from lateral inflows,damage to the profile from
vehicles and clogging of the bioretention basin (evident by a ‘boggy’ filter
media surface);

* routine inspection of inflows systems, overflow pits and under—drains to
identify and clean any areas of scour, litter build up and blockages;

* removal of sediment where it is smothering the bioretention basin
vegetation;

« where a sediment forebay is adopted, removal of accumulated sediment;

* repairing any damage to the profile resulting from scour, rill erosion or
vehicle damage by replacement of appropriate fill (to match onsite soils)
and revegetating;

* tilling of the bioretention basin surface, or removal of the surface layer, if
there is evidence of clogging;

* regular watering/ irrigation of vegetation until plants are established and
actively growing;

* removal and management of invasive weeds (herbicides should not be
used);

* removal of plants that have died and replacement with plants of
equivalent size and species as detailed in the plant schedule;

* pruning to remove dead or diseased vegetation material and to stimulate
growth;

* vegetation pest monitoring and control.

Resetting (ie. complete reconstruction) of the bioretention basin will be

required if the system fails to drain adequately after tilling of the surface.

Maintenance should only occur after a reasonably rain free period when the

soil in the bioretention system is dry. Inspections are also recommended

following large storm events to check for scour and other damage.

All maintenance activities must be specified in a maintenance plan (and

associated maintenance

inspection forms) to be documented and submitted to Council as part of

the Development Approval

process. Maintenance personnel and asset managers will use this plan to

ensure the bioretention

basins continue to function as designed. An example operation and

maintenance inspection form is

included in the checking tools provided in Section 13.6.7. These forms must

be developed on a site

specific basis as the nature and configuration of bioretention basins varies

significantly.

For Detailed Maintenance Requirements & Scheduling Checklist refer to

"Water by Design - Maintaining Vegetated Stormwater Assets. 2009”

 

 

Revision | Description

 

Date

 

 

Iss

* FOR APPROVAL

 

DO NOT SCALE FROM

THIS DRAWING

The design and associated details contained on this and associated
drawings are copyright and are not to be used or reproduced without
the written permission of SCG Consulting Engineers.

 

C) S06

DEBUILD T/A

Unit 1/11 Project Ave,
Noosa Heads

Ph (07) 5455 5604
email:[email protected]

web:www.scg-engineers.com
ABN 40 098 481 299

 

Title:

CONSTRUCTION

NOTES

 

Project

89-93 Eumundi Noosa Rd,

 

 

 

 

 

NOOSAVILLE
Date: Apri 22 Drawn SR Design SR
. Checked: Drg No. Rev.
| Skeradson |) |ST1ST-CN | -