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18-0165B Stormwater Management Report_Issue D
Attached to the e-mail Amended stormwater management report - 5, 12 & 18 Taylor Court, Cooroy (MCU18/0120 & RAL18/0013 OPW18/0197) Existing landuse parameter or MUSIC.
Original PDF page 1, section 1. The text section number identifies this passage in the reader.
STORMWATER MANAGEMENT REPORT ______________________________________________________________________________ CLIENT: HASS HOLDINGS Pty Ltd ATF Quasar Trust JOB No: 18-0165 REPORT No: 18-0165D SITE: LOT 5 TAYLOR COURT, COOROY. QLD. 4563 NOVEMBER 7, 2018 HR DESIGN CROMAR WINNING CONSULTING ENGINEERS PTY LTD T/A SUITE 35, 13 NORVAL COURT, MAROOCHYDORE QLD 4558
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Full text of sections 2 to 20 (of 35)
Section 2
CONTENTS
Table of Contents
1 INTRODUCTION ......................................................................................................................................................... 2
2 SITE DESCRIPTION ..................................................................................................................................................... 3
3 PROPOSED DEVELOPMENT ....................................................................................................................................... 4
4 SITE ACCESS ............................................................................................................................................................... 4
5 SEWERAGE RETICULATION ........................................................................................................................................ 4
6 WATER SUPPLY .......................................................................................................................................................... 4
7 STORMWATER QUANTITY MANAGEMENT ............................................................................................................... 5
7.1 Discharge Goals ................................................................................................................................................. 5
7.2 Legal Point of Discharge .................................................................................................................................... 5
7.3 Non-worsening of Peak Discharge .................................................................................................................... 6
8 STORMWATER QUALITY MANAGEMENT .................................................................................................................. 7
8.1 Site Stormwater Water Quality Objectives ....................................................................................................... 7
8.2 Proposed Stormwater Treatment Train ............................................................................................................ 8
8.3 MUSIC Model Results ........................................................................................................................................ 9
8.4 Maintenance ................................................................................................................................................... 10
9 STORMWATER MANAGEMENT DURING CONSTRUCTION ...................................................................................... 10
10 EROSION & SEDIMENT CONTROL............................................................................................................................ 11
11 DUST & AIRBORNE PARTICAL CONTROL ................................................................................................................. 12
12 ON SITE SOLID WASTE MANAGEMENT ................................................................................................................... 13
13 AMENDMENT OF THE STORMWATER MANAGEMENT PLAN ................................................................................. 14
14 REPORT OWNERSHIP ............................................................................................................................................... 14
15 REFERENCES ............................................................................................................................................................ 14
______________________________________________________________________________________________
APPENDIX A Engineering drawings
HR DESIGN Reference No: 18-0165D i
Section 3
Cromar Winning Consulting Engineers Pty LTD T/A
ABN 30 169 626 957
Office: Suite 35, 13 Norval Court, Maroochydore QLD 4558
Postal: PO Box 7117, Sippy Downs, QLD 4556
Phone: (07) 5444 5578
Email: [email protected]
W eb: www.hrdesigngroup.com.au
1 INTRODUCTION
At the request of Hass Holdings Pty Ltd ATF Quasar Trust, HR Design has been commissioned to prepare civil
engineering works and stormwater management strategies for a proposed industrial development located at Lot 5 on
SP197517 Taylor Court, Cooroy.
This report has been prepared to support the development application to the Noosa Shire Council (NSC) to approve
the construction of a thirty-nine (39) tenancy industrial complex, comprised of three (3) buildings and associated
hardstand and landscaping areas over the following parcels of land:
Property Address: 5 Taylor Court,
Cooroy. QLD. 4563
Property Description: Lot 5 on SP197517
Client: Hass Holdings Pty Ltd ATF Quasar Trust
Local Authority: Noosa Shire Council
Registered Area: 1.054 ha
The purpose of this report is to address the management of stormwater quantity and quality to ensure that the
proposed development complies with all necessary state and local government policies.
In addition, this report intends to assess the likely impact of the proposed development in relation to stormwater
quantity and quality, and the adequacy of the existing stormwater infrastructure to accommodate the proposed
development.
HR DESIGN Reference No: 18-0165D Page 2 of 15
Section 4
2 SITE DESCRIPTION
The proposed development will be situated within an existing industrial development at Taylor Court, Cooroy. The
property is located within the Noosa Shire Council Local Government Area and approximately 2km from the Cooroy
Town Centre.
The site has an area of approximately 1.054 ha and is bounded by Taylor Court to the east, vacant allotments to the
North and South and an existing drainage easement to the west.
The site grades from north east to south west. Full details of the site topography and existing features are shown on
the detailed site survey by ‘Bennet & Bennet’ surveyors. A general locality plan is presented in Figure 1 below.
Figure 1 - Site Locality Image
HR DESIGN Reference No: 18-0165D Page 3 of 15
Section 5
3 PROPOSED DEVELOPMENT The proposed development will consist of three (3) industrial buildings being constructed of tilt-up concrete panels, together with hardstand and car parking areas. Landscaped areas will be provided throughout the development. One WSUD devices in the form of a bio-swale and a bio-retention basin sized to treat the development runoff will be constructed to the southern and western boundaries of the allotment. 4 SITE ACCESS Access to and exit from the site and will be via new crossovers to Taylor Court. These crossovers are designed in accordance with IPWEAQ standard drawing SEQ RS-051. Turning path diagrams for the design vehicles, (19m articulated vehicle), are shown on the attached engineering drawings 18-0165 Sheet C07. All access driveways, carparks and associated hardstand areas will be constructed of reinforced concrete. 5 SEWERAGE RETICULATION An existing gravity sewer main exists within the allotment at levels sufficient to command the proposed development. 6 WATER SUPPLY The proposed development will be readily serviced by an existing water main located within Taylor Court, adjacent to the eastern boundary. HR DESIGN Reference No: 18-0165D Page 4 of 15
Section 6
7 STORMWATER QUANTITY MANAGEMENT
7.1 Discharge Goals
The following goals are to be achieved as part of the management of stormwater quantity:
• The quantity of storm discharged from the site is to have non-worsening effect on the existing stormwater
system.
7.2 Legal Point of Discharge
The legal point of discharge for this site is the existing drainage infrastructure located in the south-west corner of the
allotment. This infrastructure includes a 525∅ RCP discharging directly into the existing drainage easement located
adjacent to the western and southern boundaries.
Figure 2 - Legal Point of Discharge (source NSC mapping)
HR DESIGN Reference No: 18-0165D Page 5 of 15
Section 7
7.3 Non-worsening of Peak Discharge
Using the ‘Rational Method’ as per QUDM, the pre-developed and post-developed site runoff calculations are listed in
the following table:
Table 1 - Catchment Details
t c (min) 5 ARI 10 years 20 years 50 years 100 years
1
I 10 (mm/hr) 70.2 AEP 10% 5% 2% 1%
i
C y (=F y .C 10 ) <1 I y (mm/hr) 215 245 285 316
i
Q y =(C y . I y .A)/3600 (l/s) Fy 1 1.05 1.15 1.2
Catchment Area (m 2 ) fi C 10 Cy Q y (l/s) Cy Q y (l/s) Cy Q y (l/s) Cy Q y (l/s)
Pre Development 10540 0 0.7 0.7 440.6 0.735 527.2 0.805 671.7 0.84 777.1
Post Development 10540 0.9 0.88 0.88 553.9 0.924 662.8 1 834.4 1 925.2
Post development discharge increase Q 10% (post) 113.3 Q 5% (post) 135.6 Q 2% (post) 162.7 Q 1% (post) 148.0
Referring to the stormwater infrastructure design drawings, by Leddy Sergiacomi & Associates Pty Ltd (Ref. No.
3
45113-C22), the existing 525∅ RCP has been designed to convey an expected stormwater discharge of 0.8m /s.
Table 1 shows that the developed site, if left unmitigated, is likely to result in an increase of up to 162.7L/s during the
Q2% storm event and up to 148L/s during the Q1% storm event. To mitigate any potential impact that this increase in
peak discharge runoff may have to the existing drainage infrastructure during the Q2% and Q1% storm events, on-site
detention and harvest & re-use tanks are proposed to be installed to collect all roof water from each building.
Roof water not detained for re-use will be discharged through restricted office plates, sized accordingly to reduce flows
to predevelopment levels
The proposed stormwater pipe network for the subject site is shown on the attached engineering drawings 18-0165
Sheets C03 & C04.
HR DESIGN Reference No: 18-0165D Page 6 of 15
Section 8
8 STORMWATER QUALITY MANAGEMENT
This Stormwater Management Plan is to demonstrate how the proposed stormwater management strategies for this
development, achieves the pollutant load reduction targets of the Noosa Shire Council (NSC) and the State Planning
Policy (2014) through the use of appropriate modelling software.
The Water Sensitive Urban Design Technical Design Guidelines for South East Queensland recommends the
following minimum reductions in the annual pollutant loads leaving a development site compared to the developed
unmitigated case:
• ≥80% reduction in Total Suspended Solids Load (TSS);
• ≥60% reduction in Total Phosphorus Load (TP);
• ≥45% reduction in Total Nitrogen Load (TN);
• ≥90% reduction in Gross Pollutant Load (GP).
8.1 Site Stormwater Water Quality Objectives
Taylor Court, Cooroy is located within the Mary River Basin Catchment Plan. The nearest water course to the
development is Six Mile Creek and is identified as being ‘lowland freshwaters’ as defined by the Environmental
Protection Water Policy 2009 South East Queensland Map Series (Plan WQ1381).
Within the Mary River Basin Environmental Values and Water Quality Objects – Basin No. 138 (part) including all
tributaries of the Mary River (Department of Environment and Resource Management, 2010), the following specific
performance criteria is required for lowland freshwaters:
Table 2 - Site Stormwater Quality Objectives
Pollutant Water Quality Objectives
Lowland Freshwater Values
Suspended Solids (SS) <6 mg/L (annual mean concentration)
Total Phosphorus (TP) <0.05 mg/L (annual mean concentration)
Total Nitrogen (TN) <0.5 mg/L (annual mean concentration)
Turbidity <50 NTU
Hydrocarbons Aim for no visible oils, petrochemicals, films or
odours
Dissolved Oxygen 85 – 110% saturation
Chlorophyll-a 0.005 mg/L
pH 6.5 – 8.0
Litter Aim for no anthropogenic material greater than
5mm in any dimension
HR DESIGN Reference No: 18-0165D Page 7 of 15
Section 9
8.2 Proposed Stormwater Treatment Train
All site stormwater runoff from the site is proposed to pass through a three bio-retention basins adjacent to the
southern boundary of the allotment prior to discharging through the existing drainage infrastructure.
The efficiency of the proposed treatment train has been identified using the Model for Urban Stormwater Improvement
Conceptualisation (MUSIC V6.3.0) developed by Monash University.
A schematic layout of the treatment train, as input into the MUSIC model, is shown in Figure 3 below.
Figure 3 - MUSIC Version 6.3 Schematic Layout
The Rainfall Runoff Parameters for the source catchment nodes have been taken from Table 3.7 of Water By Design’s
– MUSIC Modelling Guidelines, Version 1.0 (2010) and are shown in Table 2 below.
Table 3 – Rainfall Runoff Parameters
Rainfall threshold (mm/day) 1
Pervious Area Properties
Soil storage capacity (mm) 18
Initial storage (% of capacity) 10
Field capacity (mm) 80
Infiltration capacity coefficient – a 243
Infiltration capacity exponent - b 0.6
Groundwater Properties
Initial depth (mm) 50
Daily recharge rate (%) 0
Daily baseflow (%) 31
Daily deep seepage rate (%) 0
The pollutant load concentrations for the source catchment has been taken from Water By Design’s – MUSIC
Modelling Guidelines, Version 1.0 (2010) using the concentrations recommended for industrial areas.
HR DESIGN Reference No: 18-0165D Page 8 of 15
Section 10
The model was calibrated using the Bureau of Meteorology (BoM) data from thr Cooroy Composite, 1973 – 1983, at a
6-minute time step. The annual rainfall for this site is listed in Table 4 below:
Table 4 - Annual Rainfall
Year 1973 1974 1975 1976 1977 1978 1979 1980 1981 1982 1983
Annual
Rainfall 2135.5 2796.1 1178.9 2108.7 950.2 1468.5 1023.7 1232.4 1507.3 1332 2040.8
(mm)
8.3 MUSIC Model Results
The proposed treatment train modelled with MUSIC, includes the following water quality treatment measures:
A bio-retention basin will be constructed within landscaped areas to the south-east corner of the site adjacent the
2 2
existing bushland. The bio-retention basins is to have a total area of 213m and a filter media area of 114m and is to
accept runoff for all roofs, hardstand and majority of landscaped areas prior to discharging into the existing drainage
infrastructure. The basin has been modelled with an extended detention depth of 300mm, a hydraulic conductivity of
200mm/hr and a filter media depth of 500mm.
The tabulated results are shown below:
Table 5 – Treatment Train Effectiveness
Reduction Target
Unmitigated Mitigated Compliance
Pollutant Achieved Reduction
(kg/yr) (kg/yr) (Y/N)
(%) (%)
TSS 3470 490 85.7 80 Y
TP 13.1 3.61 72.7 60 Y
TN 29.3 15.0 49.2 45 Y
GP 352 0 100 90 Y
Table 6 – Mean Annual Pollutant Loads
Pre-Development Post-Development Compliance
Pollutant
(kg/yr) (kg/yr) (Y/N)
TSS 2060 490 Y
TP 5.27 3.61 Y
TN 34.8 15.0 Y
Table 7 - Daily Pollutant Loads
WQO’s Pre-Development Post-Development Compliance
Pollutant
(mg/L) (mg/L) (mg/L) (Y/N)
TSS 6 15.7 0.973 Y
TP 0.05 0.044 0.035 Y
TN 0.5 0.299 0.178 Y
As demonstrated in Tables 5, 6 and 7, the stormwater quality management strategies proposed for this development
exceed the taget reduction rates required by the NSC and the State Planning Policy (2014).
HR DESIGN Reference No: 18-0165D Page 9 of 15
Section 11
8.4 Maintenance
Access to the proposed bio-retention basin may be gained from the internal hardstand area. A recommended
maintenance schedule for water quality treatment train is outlined in Table 4 below:
Table 8 - Treatment Train Maintenance Shcedule
Device Task Labour Plant Min. Max Failure Mode
Frequency Frequency
per Annum
Bio-retention Inspection Maintenance - 12 - Grass
Areas staff (1 exceeds
person) 300mm in
height.
Mowing Maintenance Whipper 12 As required Ponding in
staff (1 snipper/Mower excess of
person) 24hrs.
Accumulation
Cleaning Maintenance Shovel & 4 As required of sediment or
staff (2 Truck gross
persons) pollutants
Outlet Inspection Maintenance - 4 As required Excessive
staff (1 During rainfall ponding.
person) events. Downstream
scouring.
Rectification Environmental As required Discoloured
Consultant discharge.
Unacceptable
odurs.
9 STORMWATER MANAGEMENT DURING CONSTRUCTION
Stormwater Quantity
• The stormwater disposal system shall be installed as soon as is practicable to allow for good and
safe work environment practice.
Stormwater Quality
• Rubbish and the suspended solids will be adequately catered for by the erosion and sediment
control plan.
• Oils and greases by volume from plant and equipment will be removed by the contractor and
disposed in a satisfactory manner as specified by the EPA.
• Nutrients (ie fertilises etc will only be applied at the rates as specified by the manufacturers for the
specified use.
HR DESIGN Reference No: 18-0165D Page 10 of 15
Section 12
10 EROSION & SEDIMENT CONTROL
Person Responsible Contractor’s Site Manager
Operational Policy To prevent the displacement of sediment and soil across and
offsite during storm events
Performance criteria No visual indication of erosion on stages under construction,
including evidence of rilling (an indicator of sheet erosion).
Implementation 1. Erosion and sedimentation devices shall be installed prior
to commencement of work in each stage in accordance
Strategy with the approved engineering plans and to the
reasonable satisfaction of the NSC.
2. Temporary erosion measures (eg silt fences) are to be
employed onsite during construction where reasonably
deemed necessary by the NSC from the assessment of
the slope and soil type. Such measures should be in
accordance with the recommendations in the IE Aust.
Qld. Soil and sediment Control Guidelines.
3. Stockpiled soil should be stored/bunded in a manner to
prevent soil being washed offsite (where necessary)
4. Outside the construction area, existing surface water
conditions shall be maintained.
Monitoring Carryout visual inspections daily and after rainfall events (>25mm
in 24hrs) to ensure that erosion measures are in place and
operational to suit the activity being under taken.
Auditing Visual inspections to be carried out monthly and after rainfall
events to verify that control measures are in place and properly
maintained.
Reporting Reporting only required if insufficient sediment and erosion
measures are identified.
Identification of 1. Signs of erosion on site
2. Damaged or failed erosion control devices.
incident or failure 3. Build-up of sediment.
Corrective Action Apply remedial measures to improve sediment & erosion
measures (ie silt fences, shake down area)
HR DESIGN Reference No: 18-0165D Page 11 of 15
Section 13
11 DUST & AIRBORNE PARTICAL CONTROL
Person Responsible Contractor’s Site Manager
Operational Policy To achieve acceptable air quality standards through the control of
the movement of dust offsite from the site works.
Performance criteria The target level of complaints by nearby residents is no more than
one in every seven day period. Ambient air quality should not
deteriorate by more than 30% over a period of seven consecutive
days. Dust deposition at any nearby residence should not exceed
100mg/m2/day.
Implementation The minimisation of the movement of dust offsite will be achieved
through the following onsite practices.
Strategy
1. All permanent bunds and reshaped areas will be
revegetated within ten days after completion of earthworks.
(including service trenches)
2. Stockpiling onsite will be minimised where possible.
3. A water cart will be bought to site if required or watering via
the site water supply will be conducted during high-risk
times such as high winds and low rainfall and after the
receipt of a complaint.
4. Dusty activities to cease if wind speed exceeds 10m/sec.
5. Contractor’s staff to be trained to implement dust
minimisation measures.
Monitoring Dust inspections will be carried out to verify that dust mitigation
measures are being implemented. Dust monitoring will be
conducted upon receipt of complaints by residents. If dust
monitoring is to take place, the following will occur,
-Temporary dust deposition gauges will monitor the movement of
dust offsite at the nearest residences adjacent to the site in the
predominant wind direction.
Auditing Management to review the complaints register weekly and
corrective action taken.
Reporting The contractor is to notify NSC & EPA of a possible environmental
nuisance on receipt of 3 or more dust complaints in any 24hr.
Reports are to be provided to NSC upon request
Identification of Any dust related complaints by residents will indicate a failure of
dust control measures.
incident or failure
Corrective Action Locate the source of the dust and apply the following-
1. Apply water sprays to the vegetation
2. Cover or water exposed areas
3. If dust persists, cease the dust creating activities.
All dust complaints to be addressed in consultation with NSC.
HR DESIGN Reference No: 18-0165D Page 12 of 15
Section 14
12 ON SITE SOLID WASTE MANAGEMENT
Person Responsible Contractor’s Site Manager
Operational Policy To prevent the creation of unacceptable visual amenity due to the
storage of onsite solid wastes.
Performance criteria The target level of complaints by nearby residents is no more
than one in every seven day period. Regular monitoring of
volumes of waste generated/stored.
Implementation An onsite storage bin is to be provided to the receiving of
construction wastes.
Strategy
These wastes are to be stored in a manner that prevents leaching
of unwanted materials into the stormwater system downstream
from the site. If a material that is disposed off into the bin that has
potential for hazardous leaching it is not to be disposed of via the
site waste bin. It is to be removed immediately to the council
waste depot or in accordance with EPA standards and guidelines.
When a complaint is received the complaint is to be assessed
and the offending waste bin removed/emptied.
Monitoring Solid waste bin inspections will be carried out to verify that waste
levels in the bins and type of waste are acceptable.
Monitoring will be conducted upon receipt of complaints by
residents.
If the bins are full they are to be taken away by the waste bin
contractor.
Auditing Management to review the complaints register weekly and
corrective action taken.
Reporting The contractor is to notify NSC of a possible nuisance on receipt
of 3 or more solid waste storage complaints in any 24hr period.
Reports are to be provided to NSC upon request
Identification of Any waste related complaints by residents will indicate a failure of
waste control measures.
incident or failure
Corrective Action Apply the following-
1. If the bin is full – have it emptied/replaced
2. Waste that has not been placed in the bin must be
relocated to inside the bin.
HR DESIGN Reference No: 18-0165D Page 13 of 15
Section 15
13 AMENDMENT OF THE STORMWATER MANAGEMENT PLAN
Amendments may only be implemented with the consent of the preparing engineer (HR Design). Any amendments
without permission shall be the sole responsibility of the person making the amendment.
14 REPORT OWNERSHIP
This report has been prepared for the client/s listed at the beginning of the report. Use of this report by any other party
is prohibited without the express written permission of HR Design. HR Design retains the ownership of this report until
such time that all outstanding fees and monies have been received at the office of HR Design.
15 REFERENCES
1. Noosa Shire Council, Plan – 2006
2. Noosa Shire Council, Infrastructure Mapping
3. Queensland Urban Drainage Manual (QUDM), 2013
4. Australian Government – Bureau of Meteorology.
5. Queensland Department of Primary Industries (DPI)
6. WSUD technical design Guidelines Southeast Queensland Version 1- June 2006
7. Water By Design’s – MUSIC Modelling Guidelines, Version 1.0 (2010)
8. MUSIC version 6.3.0 modelling software by eWater
Yours sincerely, Certified by,
Benjamin J. Winning BEngTech (Civil), TMIEAust Barry R. Cromar BEng (Civil), MIEAust CPEng RPEQ NER
Dated: 7 November, 2018. Dated: 7 November, 2018.
HR DESIGN Reference No: 18-0165D Page 14 of 15
Section 16
APPENDIX A
Engineering Drawings
HR DESIGN Reference No: 18-0165D Appendix
[OCR of page images]
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APPENDIX A
Engineering Drawings
HR DESIGN Reference No: 18-0165D Appendix
Section 17
PROPOSED COMMERCIAL DEVELOPMENT
at NO. 5 TAYLOR COURT, COOROY
CLIENT: HASS HOLDINGS PTY LTD
Job No.: 18-0165
DRAWING REGISTER
Sheet No. TITLE REVISION Date of Issue
C01 GENERAL NOTES & DETAILS 0 A B C D 07/11/2018
C02 DRIVEWAY DETAILS 0 A B C D 07/11/2018
C03 STORMWATER DRAINAGE 0 A B C D 07/11/2018
C04 STORMWATER DRAINAGE DETAILS 0 A B C D 07/11/2018
C05 BLOCK STORMWATER TANK 1 DETAILS B C D 07/11/2018
C06 BLOCK STORMWATER TANK 2 DETAILS B C D 07/11/2018
C07 BLOCK STORMWATER TANK 2 DETAILS B C D 07/11/2018
C08 SEDIMENT & EROSION NOTES 0 A B C D 07/11/2018
C09 SEDIMENT & EROSION 0 A B C D 07/11/2018
C10 AV TURNING PATHS 0 A B C D 07/11/2018
Office: Suite 35/13 Norval Court, Maroochydore
Ph: (07) 5444 5578
Web: hrdesigngroup.com.au
Email: [email protected]
Cromar Winning Consulting Engineers Pty Ltd T/A
ABN 30 169 626 957
Section 18
NOTES:
NOTES:
1.0 GENERAL:
120.67
190mm blocks BACKFILL DRAINAGE SYSTEMS
1.1 Existing surface levels are indicated thus:
It is essential that steps be taken to prevent the backfill behind the wall from
1.2 Finished constructed levels are indicated thus: 120.00 becoming saturated. These steps should include:-
Pavement (a) Sealing backfill surface-this can be done by covering it with a compacted
1.3 All building floor levels to be confirmed and approved
by the Architectural Designer prior to construction. layer of material of low permeability. The surface should be sloped towards
190mm blocks an open drain.
1.4 Contractor to obtain all necessary permits. (b) A drainage system within backfill-this should preferably be achieved by placing gravel to a
1.5 Underground services are shown where known. Contractor width of approx 300mm immediatly behind the wall with a cointinuous agricultural pipe
is to determine the exact location and depth of all located at the base of the wall. The outlets to the pipe must be beyond the ends of the wall
Pavement unless the pipe is connected to a proper storm water drainage system. For higher walls,
services prior to commencing any excavation. or in cases where excessive ground water exists it may be necessary to provide another
Optional Capping Fence to builders
1.6 When applicable, all carparks are to be whitelined with block details agricultural pipe drain at mid height of the wall.
100mm wide painted lines using approved linemarking If it is not possible to discharge the drains beyond the end of the wall, weep-holes may be
Longitudinal reinforcement:
paint. N12 in alternate courses
provided (see notes on construction below). In this case, a collecting system (eg. spoon
commencing from top course.
drains) must discharge the water into a drainage system tp prevent saturation of the ground in
1.7 Carry out all concrete work in accordance with AS3600.
Height of 190mm blocks
Omit on top of clean-out block
front of the wall.
1.8 Verify all setting out dimensions prior to construction. WATER PENETRATION
Vertical reinforcement: N12
1.9 Do not obtain dimensions by scaling the structural elements. N12-400
at 400mm crs in 190mm If considered necessary to reduce the passage of water through the wall to a negligible quantity, for
1.10 IF DOUBT EXISTS, REFER TO ENGINEER. wide block section. lap 450 aesthetic or other reasons such as aggressive ground water, the earth face of the wall should be treated
using appropiate sealing techniques such as water-resistant render, water-resistant coating, or tanking with
Longitudinal reinforcement: 55mm cover bituminous materials.
2.0 DESIGN LOADS: N12 in alternate courses DIMENSIONS AND REINFORCEMENT
commencing from top course. CONSTRUCTION
600 min lap
2.1 Heavy Vehicle Loading - 16 Tonne axle load.
H = 2200 to 3400
55mm 'H' 'L' 'A' bars 'B' bars 'C' bars
Omit on top of clean-out block
Additional AG Pipe.
Cover 600 600 N12 N12 N12 Blocklaying procedure follows that of the normal practice for building unreinforced walls.
Recommendations specifically applicable to reinforced masonry retaining walls follow:
3.0 CONCRETE: 800 800 N12 N12 N12
B bars-400 1. Cleanout openings should be provided in the bottom course, to permit removal of mortar fins and
'H'
3.1 Place the following concrete (adjust target strength to 1000 1000 N12 N12 N12
other debris, and to allow positioning and tying of vertical reinforcement. These openings must be
H = 1400 to 2000
provide F'c as defined in AS3600) :- 55mm cover 1200 1100 N12 N12 N12 closed before grouting. The stems of wall can be built before the base is poured, as in swimming
Vertical reinforcement: pool construction. In this case the clean out block is in the depth of the slab and is closed by the
Location F'c at 28 days as defined in AS3600 N12 at 400mm crs 1400 1200 N12 N12 N12 concrete of the base.
K Bars
Driveway 32 MPa 1600 1300 N12 N12 N12 2. Above the first course, the use of 15.48, 20.48 and 30.48 H-blocks is recommended because they
290mm Blocks Longitudinal reinforcement: 'A' bars-400, 1800 1400 N12 N12 N12 are easier to fill with grout and provide required protection of the reinforcement. 15.42 and 20.42
Height of 290mm blocks
Crossover 32 MPa 55mm cover N16 at 400mm crs in 600 lap with blocks may be used in lieu of H-blocks and these blocks require less grout for filling. However, they
290mm wide block section. 'B' bars. Reinforcment bars at 400mm crs UNO must be laid with alternate courses inverted so as to provide grout cover to longitudinal
Max. Aggregate Size: 20mm reinforcement, which must be lifted 20mm clear of the web of the block by using stirrups or other
supports.
Slump: 80mm V Bars V Bars
3. Weepholes can be formed by leaving out mortar in the vetical joint at the required location.
600 min lap
50 Cover
Cure all concrete surfaces as directed in the specification. Clean out Where H-Blocks are used and a weephole is required, it is necessary to use 15.42, 20.42 or
Cleanout Block Cleanout Block Course
3.2 Sample and test concrete in accordance with AS3600. C bars-400 30.925 blocks on either side of the required weephole location so that a mortar free joint may
Continuous AG Pipe Continuous AG Pipe be formed as described.
3.3 Consolidate by vibration. connected to stormwater X Bars connected to stormwater X Bars Brushed on sika primer 1 or
system surrounded by free system surrounded by free Open cell polyurethane equivalent 1-8 hrs prior to inserting 4. Reinforcement must be positioned accurately and tied securely before placing concrete or
250
draining gravel. draining gravel. foam backing rod sikaflex pro sealant or equivalent. grout. Vertical reinforcing bars, including starter bars, should be as close to the back of the wall
4.0 REINFORCEMENT: as possible, consistent with cover requirements.
450
4.1 Fix reinforcement as shown on the drawings. The type and 5. Mortar fins protuding into cores should be removed before
250
N12-300crs grouting.
300
grade is indicated by a symbol as shown below. On the
400
drawings this is followed by a numeral wich indicates the 6. It is recommended that whenever available, ready-mixed grout to workability specifications given
550
diameter of the bar in millimetres. in AS3700 1988 should be used. Site-mixed grout, if used, should be mixed thoroughly in a
N16 at 400 250 tilting drum type paddle mixer to the same specification as ready-mixed grout.
Hot rolled deformed bar: N N16 at 400
'L' 7. All cores should be filled with grout, whether reinforced of not. This is essential, to bond and
Structural grade plain round bar: R protect horizontal reinforcement and to give maximum weight for stability.
12
Hard drawn wire fabric: No. R16 dowels x 400 long.
300 Grease and cap one end.
8. The grout should be compacted thoroughly so that voids are not left. Compaction may be by
4.2 All laps in reinforcing steel to be full tension laps unless rodding with a plain round bar (do not use main vertical reinforcing bars ot other deformed bars)
B
noted otherwise. or with a high frequency pencil vibrator, used carefully.
4.3 Proifile bar supports or spacers to give the following
330
B
TYPICAL RETAINING WALL RT2 SECTION BOND BEAM CONTROL JOINT 9. Construction joints are to be used @ 6m centres in long run of
concrete cover to all reinforcement, unless noted SCALE 1:20 AT A1 SCALE 1:20 AT A1 walls.
otherwise on the drawings.
Slabs: 40mm Top & Side.
Walls Height 0.8-2.0m high
5.0 GENERAL DRIVEWAY SLAB ON GROUND NOTES: BASE WIDTH REINFORCMENT
WALL Walls 2.2-3.4m high
'B'
5.1 Subgrade Preparation: HEIGHT
SURFACE SLOPE X-Bars V-Bars
(a) Trim foundation material to required levels and `H` LEVEL 1 in 4 BASE WIDTH REINFORCMENT
WALL HEIGHT OF
remove any soil containing organic material. 800 800 1000 N12 at 400 N12 at 400 'B'
HEIGHT 290mm wide
SURFACE SLOPE X-Bars V-Bars K-Bars
1000 1000 1200 N12 at 400 N12 at 400 BLOCKS
(b) Proof roll to reveal any soft spots. All soft spots `H` LEVEL 1 in 4
1200 1100 1500 N12 at 400 N12 at 400
to be removed and replaced with a material 2200 1900 2800 800 N16 at 400 N16 at 400 N16 at 400
1400 1300 1700 N12 at 400 N12 at 400
having a minimum CBR 15 and compacted 1600 1400 2000 N16 at 400 N16 at 400
2400 2000 3100 800 N16 at 400 N16 at 400 N16 at 400
to 98% standard A.A.S.H.O. 1800 1600 2200 N16 at 400 N16 at 400
2600 2200 3300 1000 N20 at 400 N20 at 400 N20 at 400
2800 2400 3600 1000 N20 at 400 N20 at 400 N20 at 200
5.2 Refer Architect for setout. 2000 1700 2500 N16 at 200 N16 at 200 N12 bars at 400mm crs.
3000 2600 3900 1000 N16 at 200 N16 at 200 N16 at 200 Horizontally & vertically
Note 5 kPa is equivalent to support residential driveway N16 top course only
5.3 Pour slab on waterproof membrane. 3200 2800 4200 1200 N20 at 200 N20 at 200 N16 at 200
Reinforcment bars at 400mm crs UNO Surface to discharge clear
3400 2900 4500 1400 N20 at 200 N20 at 200 N16 at 200
5.4 Filling as required to bring the site to grade shall be of retaining wall
Note 5 kPa is equivalent to support residential driveway
CBR 15 material compacted to 98% standard A.A.S.H.O. Reinforcment bars at 400mm crs UNO
in layers of 150mm maximum. The builder shall take
compaction tests to verify the degree of compaction Free draining granular
600mm max
and provide the certificates to the Engineer. TYPICAL RETAINING WALL RT1 SECTIONS backfill
Wall sealant to suit architectural Pavement
5.5 Certification of the quality of the CBR 15 material shall SCALE 1:20 AT A1
requirements and finishes
be provided to the Engineer for approval prior to 190mm Block Wall All
55mm cover
delivery to the site. cores filled with 20MPa
grout
5.6 Construction joints shall be located at sawn or dowel
joints. If located at sawn joint substitute dowel joint
detail.
R6 ligs at 900mm crs for
600mm min
trench mesh spacing
An equivalent cage option
may be substituted for steel
REAL PROPERTY BOUNDARIES ARE TO BE ESTABLISHED BY specified
A LICENCED SURVEYOR. THE CONTRACTOR SHALL CONFIRM
TO THE SUPERVISING ENGINEER THAT THIS HAS BEEN Lap TM a min 500mm or 1
COMPLETED TO SUCH A STANDARD THAT WILL PERMIT full panel at ends of runs
Use 50mm min cover
WORKS TO BE SET OUT ACCURATELY. THE ENGINEER SHALL
300mm min
BE GIVEN THE OPPORTUNITY TO CONFIRM SUCH SETOUT
BEFORE CONSTRUCTION COMMENCES. Footing Steel
3-L11TM top
& bottom
TYPICAL RETAINING WALL RT3 SECTION
SCALE 1:20 AT A1
N12 trimmer bars
50mm side cover.
500 typ
500 typ
Typical.
Slab joint
1500 1500
N12 trimmer bars
50mm side cover.
Kerb Invert Typical.
Saw Joint 25 deep Section 19
withing
1 day of placing concrete and
1800
1800
Second Pour First Pour
Slab mesh as fill with 5mm x 6mm deep
60°
60°
PIT PIT specified. flexible sealant Backer rod
10mm x 10mm Recess filled
with flexible sealant. R20 x 600 long dowel Remove every
3500mm Min.
at 300mm crs. second wire
Path Path
= =
500 typ 500 typ 180 Slab Slab thickness Slab as
thickening as specified. detailed
Property Boundary Property Boundary
Commercial Driveway (Type B) - 8.0m Width Slab joint Slab joint Grease & cap 120
300 300
in accordance with IPWEA Standard Drawing RS-051 this end only.
DRIVEWAY CROSSOVER DETAIL EDGE TRIMMER DETAIL EDGE TRIMMER DETAIL DOWEL JOINT DETAIL (D.J..) SAWN JOINT DETAILS (S.J.)
SCALE: 1:100 AT A1
FOR SIDE DRAINAGE PIT FOR SIDE DRAINAGE PIT
SCALE 1:20 AT A1 SCALE 1:20 AT A1
Issue Made By Date Description PROPOSED COMMERCIAL DEVELOPMENT Scale : 1:20 AT A1 U.N.O. NOTES:
0 PC 06/07/18 Preliminary ONLY - for DA Approval
at NO. 5 TAYLOR COURT, COOROY
REVISION
A PC 06/07/18 Issue for BA Job No.: 18-0165 1. Do not scale drawings.
2. Scale is correct at A1.
B PC 19/10/18 No changes to sheet. Re-issue CLIENT: HASS HOLDINGS PTY LTD
Dwg No.: C01 3. Check and verify all dimensions
C PC O6/11/18 No changes to sheet. Re-issue Designed By : B.J. WINNING BEngTech (Civil) Drawn By : PC Date : 29/05/18 prior to commencement of work.
D BJW O7/11/18 No changes to sheet. Re-issue Certified By : B.R. CROMAR BEng (Civil), MIEAust, CPEng, RPEQ, NPER Date : 11/09/18 Ph: (07) 5444 5578 Email: [email protected] GENERAL NOTES & DETAILS
Section 20
S.J.
S.J.
S
Proposed Industrial C
F.F.L. - 121.400m D.J.
S
Denotes location of
proposed tank under. S.J.
Refer C05 for details.
S
.37
S.J.
1
12
S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J.
12 Fall
S.J.
S.J.
S.J.
S.J.
S.J.
S.J.
S.J.
7 S.J. S.J. 1.3
1.3
5
S.J.
12
12
12
12
12
12
12
7
7
7
7
S
1.3
1.3
1.3
1.3
1.3
D.J. D.J. D.J. D.J.
1
1
1
1
1
1
1
12 7
.37
.37
.37
.37
.37
.37
.37
12
12
12
12
12
D.J.
D.J.
S.J.
S.J.
S.J.
S.J.
S.J.
S.J.
S.J.
D.J.
S.J.
S.J.
S.J.
S.J.
D.J.
D.J.
S.J.
S.J.
D.J.
D.J.
ll
S.J.
S.J.
Fa
l
S.J.
D.J.
D.J.
Fal
Fa ll Fa Fal
ll ll Fa ll
Fa
Fa ll
l
Fa l
Fall
Fal
ll
S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J. S.J.
S
Fa
ll
ll
S.J
Fall
Fa
MH .
S.J.
D.J.
12
S.J.
Refer C01 for
S.J.
S.J.
S.J.
S.J.
S.J.
S.J.
S.J.
S.J.
D.J.
D.J.
S.J.
D.J.
D.J.
S.J.
D.J.
D.J.
D.J.
S.J.
S.J.
S.J.
1 .60
1.5m
S.J. S.J. trimmer bar
Fall
The text continues on section 21.