No. 95-115 ARMIDALE RD, WILLAWARRIN, NSW 2440 · Approved by: Anthony Lahoud (BE CIVIL DIP ENG...

No. 95-115 ARMIDALE RD, WILLAWARRIN, NSW 2440 STORMWATER REPORT

Civil Engineering Services

Client – GC STUDIO

DOC - 190909- NO. 95-115 ARMIDALE RD WILLAWARRIN NSW 2440 - STORMWATER REPORT R2

JOB NO. 190917 REV 02

DATE – 17/01/2020

No. 95-115 Armidale Rd, Willawarrin

190909- NO. 95-115 ARMIDALE RD WILLAWARRIN NSW 2440 - STORMWATER REPORT R2

Job No 190909 Rev 02 / Date 17/01/2020 / Page i

CONTENTS

1 EXECUTIVE SUMMARY 1

2 INTRODUCTION 2

2.1 Background 2

2.2 Study Objectives 2

2.3 Site Location 2

2.4 Kempsey Shire Council (KSC) Requirements 2

3 DATA ACQUISITION 3

3.1 Available Data 3

3.2 Historical Records 3

3.3 Minor Drainage System Capacity 3

4 STORMWATER QUANTITY AND QUALITY 4

4.1 Flooding 4

4.2 Stormwater Quantity 4

4.2.1 Current Stormwater 4

4.2.2 Proposed Stormwater 4

4.2.3 Proposed External Catchment Overland Flow 6

4.3 Stormwater Quality 8

4.3.1 Post-construction Stormwater Quality Control 8

4.3.2 Stormwater Quality Control 8

4.3.3 Stormwater Quality During Construction 9

4.3.4 Impact of Fertilisers and Herbicides 11

5 FLOOD EMERGENCY RESPONSE 13

5.1 Education 13

5.2 Evacuation Drills 13

5.3 Flood Emergency Kit 13

5.4 Coordination of Flood Response Warnings and Orders 14

6 SUMMARY & RECOMMENDATIONS 15

6.1 Recommendation 15

Appendices

Appendix A – Civil Design Drawings

Appendix B – Flood Certification

Appendix C – DRAINS and MUSIC Results



Job No 190909 Rev 02 / Date 17/01/2020 / Page ii

Document Control

Revision Date Description Prepared Reviewed Approved

A 16/01/20 ISSED FOR DA AL AL AL

Approved by: Anthony Lahoud (BE CIVIL DIP ENG PRAC) Signature:



Job No 190909 Rev 02 / Date 17/01/2020 / Page 1

1 EXECUTIVE SUMMARY

This Stormwater Report for the development of No. 95-115 ARMIDALE RD, WILLAWARRIN NSW has been provided to enable the developer to set measures to manage the proposed treatment of stormwater and to provide flood protection

The following conclusion and recommendations are made:

▪ The Kempsey Shire Council Engineering Design Specification requirements have been designed to and met.

▪ Stormwater for the total site can be managed for 1% AEP event with inground pits and pipes, channels and detention systems discharging to the existing creek outlet. An OSD storage shall be constructed to a volume of 300m3

▪ Use of existing pond to treat stormwater prior to discharge into creek ▪ The project can meet the required water quality targets utilising the existing pond to the north east

of the site. ▪ Upon review of the stormwater drainage and quality design and in relation to the MUSIC model

results shown in 4.3.2 above, the risk of nutrient travelling into the creek has been reduced to a negligible state and will remain on-site for treatment within the ponds.

▪ Dredging and maintenance of the ponds of sediment will be necessary every 12 months for full performance of the system.

Flood Response Plan

Alarm Condition Recommended actions

1) Local Councils or Bureau of Meteorology issues an alert, advice or warning.

Users to observe ponding levels on Hickeys Creek

2) Flood Water level sensor sending alert

High flooding level when depth of ponding on Hcikeys Creek equals or exceeds RL46.40

Users to confirm the ponding is to RL 46.40 depth.

Verbally alert occupants

Immediately commence evacuation to Main Residence Building

Confirm any remaining people in the grounds have been evacuated.

3) Alert will remain in place for approximately 2 hours or such time that the ponding depth recedes

Confirm that there is no ponding in the Main Creek. Once floodwater subsided below the bank level, the grounds would be inspected by the incident controller. Once it has been confirmed that the water level has reduced in a level of less than the banks of the creek and confirmation of all persons safe and accounted for the incident controller may announce that residents can return to the grounds.

4) Flooded areas are to remain off limits until ponding is cleared. The directions of police and SES are to be followed at all times.




2 INTRODUCTION

2.1 Background

The developer of No. 95-115 ARMIDALE RD, WILLAWARRIN NSW has proposed to develop the existing rural property into an operational farming property producing a variety of vegetables.

Part of the development is to provide New Staff Accommodation, Storage buildings and workshops as well as new gravel driveway and entry into the site.

Council have suspected that, due to the existing flood regime and location of Hickey’s Creek to the rear of the site, there is a risk of site stormwater flooding in the 100yr ARI storm event.

This report will set design conditions which will form part of the proposed development application.

2.2 Study Objectives

The objectives of the overland flow risk management report can be described as follows:

▪ To determine the flooding characteristics and assess the risk due to flood heights from the existing catchment upstream of No. 95-115 ARMIDALE RD, WILLAWARRIN NSW;

▪ To provide measures to protect the proposed development from stormwater inundation;

▪ To adequately provide stormwater drainage pipes, channels and ponds to retard flows and ensure the maintenance of water quality measures prior to discharge into Hickeys Creek; and

▪ To ensure the development complies with the requirements of Kempsey Shire Council

2.3 Site Location

The subject site is situated in the Kempsey Shire Council (KSC) municipality. It is approximately 25 km northwest of the Kempsey CBD (refer to Figure 1 in Appendix A).

The total site is of an area of about 2.2ha. The existing site consists of buildings and gravel pavement which encompass approximately 5% of the site.

The property generally grades down from the southern front boundary to northern rear boundary of Hickey Creek at a grade of 3%.

2.4 Kempsey Shire Council (KSC) Requirements

KSC policy, stipulates that an stormwater report must be adopted and shall include the following: -

▪ The buildings would need to be elevated above the 100 year storm level so that the there is a flood evacuation zone for all site users.

▪ There shall be a safe path for users to an evacuation point above the 100 year storm level

▪ Design of stormwater overland flow channels for 100 year ARI

▪ Protection of; people, the natural environment; and private and public infrastructure and assets.

▪ Design internal drainage to the 5 year storm

▪ Limit the peak post development flow rate to pre-development in all storms from 5 year to the 100 year storms.




3 DATA ACQUISITION

3.1 Available Data

The following readily available data was acquired and used during the study:

Table 3.1

Title Source Type

Kempsey DCP 2013 B5 - Stormwater Management (Drainage System Design)

Kempsey Shire Council Development Control Plan

Flood Enquiry dated 20-11-19 Kempsey Shire Council Flood Level Enquiry Response

letter

NSW Floodplain Development Manual – the management of

flood liable land

NSW Department of Infrastructure, Planning and Natural Resources

Floodplain Management Manual

PLAN SHOWING DETAIL AND LEVELS

OVER LOT 21 IN DP 508707 AT No. 95-115 ARMIDALE RD,

WILLAWARRIN NSW

Pacific Surveys

Dated 24/06/19

Rev C

Contour & Detail Survey Plan

3.2 Historical Records

Discussions with KSC engineering staff revealed that historical records of flooding at this particular site are not available. KSC advised that the site is possibly subject to the effects of inundation, from the upstream catchments for large storm events.

3.3 Minor Drainage System Capacity

KSC has also advised that the majority of the piped drainage lines within the KSC municipality have a capacity to convey between the 2 and 5 years ARI storm events.

https://www.kempsey.nsw.gov.au/development/kdcp/b05-stormwater-management-drainage-system-design-01.html






4 STORMWATER QUANTITY AND QUALITY 4.1 Flooding

The site is affected by flood in the 1% AEP due to the traversing of Hickeys Creek to the northern boundary of the site

The site falls within the Hickeys Creek catchment.

According to the Kempsey Shire Council Flood Inquiry Information that the site is affected by a 1% AEP flood level of RL 46.40m AHD.

KSC usually requires an applicable freeboard of 500mm for new buildings. The flood planning level being RL46.90m is lower than the existing habitable building, has an existing ground floor RL 50.75m AHD.

The proposed includes a series of greenhouses with the lowest at FFL 48.20m which is more than 1.30m above the flood planning level.

Reference is made to Flood Certificate dated 9th January 2019 in Appendix B for further information .

4.2 Stormwater Quantity

The site which is 21.92ha drains into existing channels to the northeast of the site to Hickeys Creek at the rear.

4.2.1 Current Stormwater

The site is currently a rural homestead with an additional two freestanding shed buildings. The site generally falls from the south west corner of the site to the to the north-east towards the Hickeys creek.

The existing site catchment draining to the main creek is 21.92ha

An external catchment of 5.98ha originating from 98-104 ARMIDALE ROAD WILLAWARRIN which is across Armidale Rd to the south is accommodated through the site via an existing 900mm wide X 600 deep channel.

4.2.2 Proposed Stormwater

The proposed farm development for the area contains new buildings and includes a driveway, parking, footpaths and soft landscaped area.

As the site discharge eventually reaches Hickeys Creek, Kempsey Shire Council determines that the site requires Onsite Detention via their Engineering Design Specification B5 - Stormwater Management (Drainage System Design).

Detention requirements are based on the post-development flow being less or equal to existing flow.

The proposed impervious area increases to 3.5% or 7567sq.m and therefore being above the existing impervious area of 0.3% or 657sqm would require OSD.

Wilson Consulting Engineers have proposed to design a OSD basin to account for the full flow of site for the 100 year storm. The proposed stormwater design is shown in detail in Appendix A.

The OSD basin 300m2 in area shall be 1m deep at RL 49.00m to account for a required volume calculated in DRAINS of 300m3.

The design includes the collection of stormwater up to the 1% AEP (100 year) by roof gutters, downpipes and surface water pits. The collected stormwater will be conveyed by channels to the On-Site Detention (OSD).

The discharge from the OSD will be via a new 450 dia outlet at invert RL49.00m to open grassed channels adjacent to the pond. This then discharges to the riparian corridor towards Hickeys Creek. The contribution






flow after reduction of flow via OSD of the site is 9.17m3/s into the creek in the 1% AEP which is less than the existing flow of 9.20 m3/s.

Figure 4.2.2 – DRAINS 100 year output and OSD Basin design




4.2.3 Proposed External Catchment Overland Flow

The external catchment of 5.98ha originating from 98-104 ARMIDALE ROAD WILLAWARRIN which is across Armidale Rd to the south produces a 100 year flow rate of Q= 3.05m3/s which is to be accommodated through the site. Refer to catchment plan in Figure 4.2.3.1 below for reference.

The existing channel being 900mm wide X 600 deep channel does not have enough capacity in the 100 year storm flowrate of 3.05m3/s . The channel is to be increased to a 2000mm wide x 700mm high channel to take the flow to Hickeys Creek. Refer to DRAINS extract in Figure 4.2.3.2 below for reference.

Figure 4.2.3.1 – External Catchment to enter site from 98-104 Armidale Rd Willawarrin




Figure 4.2.3.2 – DRAINS 100 year output and External Catchment Flow




4.3 Stormwater Quality

4.3.1 Post-construction Stormwater Quality Control

Kempsey Shire Council’s Engineering Design Specification requires captured stormwater to be treated and to meet the targets with extract shown in figure 4.3.1 below.

Figure 4.3.1: Stormwater Quality Targets

4.3.2 Stormwater Quality Control

A MUSIC model was completed for the site to select a suitable stormwater treatment system. The preliminary designed treatment train is the following:

1. Urban & Agricultural Catchment nodes accounting for 4.6ha of disturbed catchment 2. Swale catch drains 3. 4000m2 pond within the MUSIC model

The results of the treatment train are shown in Figure 4.3.2. All categories of removal are above the rates dictated by section 4.3 of the Kempsey Shire Council Engineering Design Specification and is therefore satisfied.




Figure 4.3.2: MUSIC Model Results

4.3.3 Stormwater Quality During Construction

An erosion and sediment control plan for the disturbed area of the development will be necessary prior to the commencement of construction and is attached in Appendix A.

The disturbed area catchment once exposed during the stripping and excavation stage is approximately 4.6ha which discharges into the Hickeys Creek.

During construction a silt fence will be placed along the boundary around the construction site. The silt fence will prevent silt and waste being washed into the creek.

Hay Bales will be installed at regular intervals to ensure filtration of stormwater.

Using the guideline publication “Managing Urban Stormwater – Soils and Construction Volume 1” (Blue Book) we have determined the volume of sediment basin required is 905m3. See Figure 4.3.3 below for calculations.

A temporary construction entry will be created at the southern entry into the proposed site this shall be in accordance with Kempsey Council standards shown within our drawing documentation. See detailed drawings in Appendix A.




1. Erosion Hazard and Sediment Basins

Site Name: WILLAWARRIN FARM

Site Location: 95-115 ARMIDALE RD, WILLAWARRIN

Site area Sub-catchment or Name of Structure

Notes

Total catchment area (ha) 4.6 Aldavilla

Disturbed catchment area (ha) 4.6 Group B

Soil analysis (enter sediment type if known, or laboratory particle size data)

Sediment Type (C, F or D) if known: D Aldavilla Group

B From Appendix C (if known)

% sand (fraction 0.02 to 2.00 mm) 5 Enter the percentage of each soil fraction. E.g. enter 10 for 10%

% silt (fraction 0.002 to 0.02 mm) 20

% clay (fraction finer than 0.002 mm) 75

Dispersion percentage 20.0 E.g. enter 10 for dispersion of 10%

% of whole soil dispersible 17 See Section 6.3.3(e). Auto-calculated

Soil Texture Group D Aldavilla Group

B Automatic calculation from above

Rainfall data

Design rainfall depth (no of days) 5

See Section 6.3.4 and, particularly, Table 6.3 on pages 6-24 and 6-25.

Design rainfall depth (percentile) 80

x-day, y-percentile rainfall event (mm) 40.1

IFD: 2-year, 6-hour storm (if known) 14.2

RUSLE Factors

Rainfall erosivity (R-factor) 4420 Auto-filled from above

Soil erodibility (K-factor) 0.053

RUSLE LS factor calculated for a high rill/interrill ratio.

Slope length (m) 100

Slope gradient (%) 3

Length/gradient (LS-factor) 0.72

Erosion control practice (P-factor) 1.3 1.3 1.3 1.3 1.3 1.3

Ground cover (C-factor) 1 1 1 1 1 1

Sediment Basin Design Criteria (for Type D/F basins only. Leave blank for Type C basins)

Storage (soil) zone design (no of months) 2 2 2 2 2 2 Minimum is generally 2 months

Cv (Volumetric runoff coefficient) 0.42

See Table F2, page F-4 in Appendix F

Calculations and Type D/F Sediment Basin Volumes

Soil loss (t/ha/yr) 220

Soil Loss Class 2 See Table 4.2, page 4-13

Soil loss (m3/ha/yr) 170 Conversion to cubic metres

Sediment basin storage (soil) volume (m3) 130 See Sections 6.3.4(i) for calculations

Sediment basin settling (water) volume (m3) 775 See Sections 6.3.4(i) for calculations

Sediment basin total volume (m3) 905

Figure 4.3.3: Erosion & Sediment Control Basin calculations




4.3.4 Impact of Fertilisers and Herbicides

Generally, the overuse of fertilizers and herbicides including Nitrates could provide leaching through soil and can present a serious health hazard and contributes to soil acidification. When high rates of nitrogen are used or where clover grass pastures fix substantial nitrogen, especially on sandy or permeable soils, inevitably some nitrate is leached and may enter groundwater if there is a water table.

However, evidence suggests that the soil on site at 95 Armidale Rd Willawarrin, being an “Aldavilla” Soil Landscape type, is a high plastic brown/red clay which is generally impermeable and will inhibit leaching into the ground water and downstream into rivers.

Reference is made to “Best Management Practice Review – Market Garden Willawarrin” report by SESL Australia dated 30-10-19 which details the recommendations of best practice application of pesticides, herbicides and fertilizers.

The main foreseeable risk however is the traversing of nitrates and pesticides overland via stormwater surface flow during rainfall. To reduce this risk Wilson Consulting Engineers have designed the stormwater system so that the treatment of the surface flow from all proposed pavement and market planting areas are to wash through a sediment/water quality pond to allow the nutrients to settle and not be washed away into the Creek untreated.

The main water quality pond which provides the largest catchment to the site offers a treatment zone of 860m3 in volume at a depth of 600mm. Two smaller pond to treat the flow runoff from the northern planting areas are 15m3 in volume at a depth of 500mm.

See Figure 4.3.4.1 – 4.3.4.2 for subsequent ponds within the stormwater design.

Figure 4.3.4.1: Main Pond for water quality treatment of nutrient stormwater runoff




Figure 4.3.4.2: Two Pond for water quality treatment of nutrient stormwater runoff

Upon review of the stormwater drainage and quality design and in relation to the MUSIC model results shown in 4.3.2 above, the risk of nutrient travelling into the creek has been reduced to a negligible state and will remain on-site for treatment within the ponds.

Dredging and maintenance of the ponds of sediment will be necessary every 12 months for full performance of the system.




5 FLOOD EMERGENCY RESPONSE

5.1 Education

User awareness of flooding is a significant issue within the floodplain due to the infrequency of severe floods and the anticipated depths of these floods in a PMF event.

As part of the preparation for a flood event, the users of the site will be made aware of the flood risk and from the owner of the property.

As part of this procedure, evacuation drills should be conducted regularly to ensure residents are aware of the procedures for sheltering on the ground floor level.

5.2 Evacuation Drills

It is recommended that evacuation drills be held at a minimum of twice yearly to ensure all residents are aware of and familiar with their flood response actions, the sound of the alert and occupancy warning system, and the location of the assembly point.

All residents will be trained in the flood response procedures with mandatory drills to be conducted twice a year.

5.3 Flood Emergency Kit

A Flood Emergency Kit should be prepared prior to a flood event taking place and regularly checked to ensure that supplies within the kit are sufficient and in working condition. This check could occur after the evacuation drill takes place to provide a regular schedule. The Kit should include:

▪ Radio with spare batteries;

▪ Torch with spare batteries;

▪ First aid kit and other medicines;

▪ Candles and waterproof matches;

▪ Waterproof bags;

▪ A copy of the Site’s Emergency Management Plan; and

▪ Emergency contact numbers.

This Emergency Kit should be stored in a waterproof container and is the responsibility of the First Aid

Officer.




5.4 Coordination of Flood Response Warnings and Orders

The users will initiate a flood response verbally in the event of an emergency

Flood Response Plan

Alarm Condition Recommended actions

5) Local Councils or Bureau of Meteorology issues an alert, advice or warning.

Users to observe ponding levels on Hickeys Creek

6) Flood Water level sensor sending alert

High flooding level when depth of ponding on Hcikeys Creek equals or exceeds RL46.40

Users to confirm the ponding is to RL 46.40 depth.

Verbally alert occupants

Immediately commence evacuation to Main Residence Building

Confirm any remaining people in the grounds have been evacuated.

7) Alert will remain in place for approximately 2 hours or such time that the ponding depth recedes

Confirm that there is no ponding in the Main Creek. Once floodwater subsided below the bank level, the grounds would be inspected by the incident controller. Once it has been confirmed that the water level has reduced in a level of less than the banks of the creek and confirmation of all persons safe and accounted for the incident controller may announce that residents can return to the grounds.

8) Flooded areas are to remain off limits until ponding is cleared. The directions of police and SES are to be followed at all times.




6 SUMMARY & RECOMMENDATIONS

6.1 Recommendation

Flood Evacuation to the ground floor level of the existing residence in the event of a storm greater than the 100 year

The following conclusion and recommendations are made:

• The Kempsey Shire Council Engineering Design Specification requirements have been designed to and met.

• Stormwater for the total site can be managed for 1% AEP event with inground pits and pipes, channels and detention systems discharging to the existing creek outlet. An OSD storage shall be constructed to a volume of 300m3

• Use of existing pond to treat stormwater prior to discharge into creek

• The project can meet the required water quality targets utilising the existing pond to the north east of the site.

• Upon review of the stormwater drainage and quality design and in relation to the MUSIC model results shown in 4.3.2 above, the risk of nutrient travelling into the creek has been reduced to a negligible state and will remain on-site for treatment within the ponds.

• Dredging and maintenance of the ponds of sediment will be necessary every 12 months for full performance of the system.

WILSON CONSULTING ENGINEERS PTY LTD

Anthony Lahoud

Director BE Civil Engineering Dip Eng Prac

CIVIL DESIGN DRAWINGS

EXISTING FEATURE (PREFIX)

VEHICULAR CROSSINGGRATED SURFACE INLET PIT

JUNCTION PITJPK&G

JN

GP

KERB & GUTTER

SLOPE JUNCTION

Ex

TK

VC

TOP OF KERB

NS NATURAL SURFACE

UNLESS NOTED OTHERWISE

NOT TO SCALE

U.N.O.

N.T.S.

AUSTRALIAN HEIGHT DATUMAHD

IL:

FFL:

INVERT LEVEL

FINISHED FLOOR LEVEL

COURTYARD FENCE

DESCRIPTION

35.20SW

+ 35.68

10.2m

LEGEND

TELSTRA and PIT

WATER (HYDRANT & STOP VALVE)

STORMWATER NODE

SEWER and ACCESS CHAMBER

H01

ELECTRICAL and POLE or PIT

BENCH MARK - BM

PIPE & PIT

CONTOURS

SPOT HEIGHT

5.1m

PROPOSEDEXISTING

GAS and VALVE or MARKER

AVERAGE RECURRENCE INTERVALARI

INLET PITIP

HW HEADWALL

KERB INLET PITKP

SURCHARGE PITSP

E

G

T

H S

MH

GL GRATE LEVEL

DP DOWNPIPE

DIRECT CONNECTIONDCDCP DISCHARGE CONTROL PIT

CLEANING EYECE

GENERAL NOTES1) ALL WORK TO BE IN ACCORDANCE WITH KEMPSEY CITY COUNCIL'SENGINEERING GUIDE FOR DEVELOPMENT AND WORKS SPECIFICATION CIVIL2) UTILITY ADJUSTMENTS ARE TO BE AT THE DEVELOPERS EXPENSE.3) CONDUITS SHALL BE PLACED WHERE REQUIRED BY THE RELEVANT AUTHORITIES4) TREES THAT ARE NOT TO BE REMOVED SHALL BE PRESERVED.5) BENCHMARK, SSM'S PERMANENT MARKS TO BE AHD.6) AGRICULTURAL LINES SHALL BE PLACED AS DIRECTED7) PITS TO HAVE STEP IRONS IF DEEPER THAN 1.2m8) STRUCTURAL CERTIFICATION REQUIRED FOR CONSTRUCTION OF MAJOR AND NON.STANDARD STRUCTURES9) DRIVEWAYS/LAYBACKS TO HAVE MINIMUM 1m CLEARANCE FROM POWER AND LIGHTPOLES, PIT LINTELS AND STORM WATER DRAINS, AND 6m CLEARANCE FROM KERB RETURNTANGENT POINT10) SUBSOIL DRAINAGE SHALL BE PROVIDED WHERE DIRECTED BYCOUNCIL'S ENGINEER.11) ALL WORKMANSHIP AND MATERIALS SHALL COMPLY WITH THE RELEVANTSAA CODES.12) CONTRACTOR SHALL VERIFY THE VALUE OF THE BM PRIOR TO COMMENCEMENT OF WORK.13) MAKE SMOOTH JUNCTION WITH ALL EXISTING WORKS.14) ALL STORMWATER PIPES AND PITS SHALL BE INSTALLED IN ACCORDANCEWITH AS 3500.3 NATIONAL PLUMBING AND DRAINAGE - STORMWATERDRAINAGE AND KEMPSEY CITY COUNCIL DEVELOPMENT CONTROL PLANS15) ALL STORMWATER PIPES UNDER TRAFFICABLE AREAS SHALL BE SEWER GRADE uPVC.16) MINIMUM 300mm PIPE COVER TO PROPOSED SURFACE AND 150mm TOUNDERSIDE PAVEMENT.17) ALL STORMWATER PIPES FROM DPs SHALL BE 100Ø uPVC LAID AT 1% MINIMUM U.N.O.18) ALL STORMWATER PIPES FROM PITS SHALL BE 150Ø uPVC LAID AT 1% MINIMUM U.N.O.19) ALL PITS SHALL BE PROVIDED WITH 100 Ø WEEP HOLES IN THE UPSTREAMWALL AND BE STREAMLINED WITH MASS CONCRETE BENCHING AND HAVE INTERNAL DIMENSIONS COMPLYING WITH THE FOLLOWING TABLE :- DEPTH < 600 mm - 450 mm SQUARE 600 < DEPTH < 900 mm - 600 mm SQUARE 900 < DEPTH < 1800 mm - 900 mm SQUARE WITH STEPS IRONS @ 300 Ctrs20) CLEANING EYES MUST BE PROVIDED AT ALL CHANGE IN GRADES AND BENDS IN PIPES21) VEHICULAR CROSSINGS ARE TO BE 4m WIDE AT KERB AND GUTTER AND SHALL BEINSTALLED TO COUNCIL SPECIFICATIONS AND LEVELS.22) ALL EXISTING SERVICES IN ROAD RESERVE SHALL BE IDENTIFIED PRIOR TO CONSTRUCTION AND RELOCATED AS REQUIRED AT THE DEVELOPERS EXPENSE.23) ALL CONTROL MEASURES USED SHALL BE IN ACCORDANCE WITH THE DEPARTMENT OF CONSERVATION AND LAND MANAGEMENT PUBLICATION DATED 1992, TITLED "URBAN EROSION AND SEDIMENT CONTROL".24) SOIL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE SET IN PLACE PRIOR TO ANY WORKS COMMENCING.25) ALL CONTROL MEASURES SHALL ALSO BE INSTALLED TO THE SATISFACTION AND DIRECTIONOF THE COUNCIL'S ENGINEER.17) THE CONTRACTOR SHALL REGULARLY MAINTAIN ALL SEDIMENT AND EROSION CONTROLDEVICES AND REMOVE ACCUMULATED SILT FROM SUCH DEVICES BEFORE NO MORE THAN60% OF THEIR CAPACITY IS LOST. NO SILT SHALL BE PLACED OUTSIDE THE LIMIT OF WORKS.18) ALL DISTURBED AREAS SHALL BE STABILISED BY MEANS OF LANDSCAPING, TURF ORRE-VEGETATION SHALL AS SOON AS POSSIBLE.19) THIS DRAWING OUTLINES THE MINIMUM MEASURES TO BE TAKEN TO CONTROL EROSIONAND TO ARREST THE TRANSPORT OF SEDIMENT. ADDITIONAL MEASURES MAY BE REQUIRED TOSUIT STAGING OF WORKS OR AS DIRECTED BY THE SUPERINTENDENT OR COUNCIL ENGINEER.20) THIS DRAWING SHALL BE READ IN CONJUNCTION WITH THE FOLLOWING:- ARCHITECTURAL PLANS by "DELTA DESIGN ARCHITECTS"21) CAUTION NOTE: UNDERGROUND SERVICES ARE SHOWN IN PLAN POSITION ONLY FROMINFORMATION SUPPLIED BY THE RELEVANT AUTHORITY. DEPTH OF SERVICES WERE NOTINVESTIGATED AS PART OF THIS DESIGN. THE CONTRACTOR SHALL VERIFY LOCATION ANDDEPTH PRIOR TO COMMENCEMENT OF ANY WORKS.

KO KERB ONLY

DD DISH DRAIN

RETAINING WALLRWEXISTING SURFACE LEVELELPROPOSED SURFACE LEVELSL

> 3m WIDE X 400mm DEEP GRASSED V-CHANNEL TYPICAL

> 2m WIDE X 200mm DEEP GRASSED V-CHANNEL TYPICAL 2.1m WIDE x 600mm DEEP CLAY TRUNK STORMWATER CHANNEL

10000

10000

1

0

0

0

0

0

4

0

0

2

0

1

0

0

0

0

1

2

0

1

5

0

AGRICULTURALFERTILIZER STORAGE10000 x 10000

NEW PROPOSED WELLPOSITION


NEW PROPOSED VEGETABLEGREENHOUSE TYPE 260m(L) X 15m (W) X 3.8m (H)

OUTDOOR MARKET GARDEN


NEWPROPOSEDFARM TOOLSSTORAGE

NEWPROPOSEDMETAL ROOFSTORAGE

FORCHEMICAL

PROPOSEDEMOLISHMETAL SHED

NEWPROPOSEDPACKINGWORKSHOP

ENTRANCE

P VEGEWASHINGMACHINE

ENTRANCE

P PPP

P

10000

NEWPROPOSEDMETAL ROOFSTORAGEFORPACKAGINGBOARD



FORCHEMICAL



ENTRANCE

VEGEWASHINGMACHINE

ENTRANCE

10000


NEWPROPOSEDMETAL ROOFROADSIDESTALL


NEW PROPOSED DRIVE WAY

EXISTING SINGLE STOREYBRICK RESIDENCE TO BERETAINED

NEW PROPOSED STAFFACCOMMODATION25000X8600

PERIMETER FIRE FIGHTING

ACCESS WITH 4M GRAVEL

ROAD

P

P

P

TRUCKLOADINGBAY3500X8800


VEGEWASHINGMACHINE

COOLROOM


VEGEWASHINGMACHINE

COOLROOM

PROPOSED 2M WIDEX 200mm DEEP GRASSEDCHANNEL TYPICAL

EXISTING 450Ø STORMWATER OUTLETFROM ARMIDALE RD INTO PROPERTY ENLARGE & WIDEN EXISTING 900mm WIDE x

600mm DEEP CLAY TRUNK STORMWATER CHANNELTO 2.1m WIDE WHICH DIRECTS ARMIDALE RD FLOWTO NORTHERN HICKLEYS CREEK

CATCHMENT AREA LEADING INTO CHANNELA = 5.98 hectares100 YEAR FLOW RATE Q100 = 3.02cu.m/s

EXISTING CREEK TO BE MAINTAINEDAS PER EXISTING CONDITIONS



CONSTRUCT GRAVELENTRY INTO SITE FROMARMIDALE ROAD

EXISTING 450Ø STORMWATER CULVERTACROSS ARMIDALE RD

PROPOSED ONSITE DETENTION ANDSEDIMENT POND DURING CONSTRUCTIONAREA = 300sq.mAVERAGE DEPTH = 1mMINIMUM VOLUME = 300cu.m

PROPOSED HIGH LEVEL450Ø OUTLET TO PONDCONTROLLING FLOWRATE

TRUNK DRAINAGECHANNEL TO DISCHARGEINTO EXISTING CREEK

CONNECT ROOF DRAINAGETO PROPOSED GRASSEDCHANNEL. PROVIDE ROCKRIP RAP SCOUR PROTECTIONAT OUTLET POINT

MAIN EXISTINGSTORMWATER PONDTO BE USED FOR WATERQUALITY PONDAREA = 4300sq.mDEPTH = 0.6mVOLUME = 860cu.m

PROPOSED 3M WIDEX 400mm DEEP GRASSEDV-CHANNEL TYPICAL


G

I

P

G

I

P

G

IP

BB

B

B

B

B

G

P

G

P

TB

GIN

INVP450 - 51.106

PS01 - 52.137

45.370

45.669

46.025

46.207

45.841

44.355

44.413

44.459

45.068

45.428

LOT 3

(DP 258968)

LOT 4

(DP 258968)

LOT 2

(DP 258968)

LOT 12

(DP 813713)

LOT 11

(DP 813713)

LOT 2

(DP 800846)

53.033

53.027

52.00

51.50

51.00

5

0

.5

0

53.00

52.5

0

5

0

.0

0

49.50

4

9

.

0

0

48.00

4

9

.5

0

44.5

0

45.00

4

6

.0

0

4

4

.0

0

4

3

.5

0

4

8

.

5

0

4

7

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0

47.0

0

4

6

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0

4

6

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0

4

5

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0

48.50

4

8

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0

4

7

.

5

0

4

7

.

0

0

4

6

.

5

0

4

9

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0

4

9

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0

4

8

.

0

0

4

2

.

0

0

4

2

.

5

0

4

4

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0

4

3

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0

4

3

.

5

0

44.00

43.00

4

3

.0

0

4

3

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0

4

2

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0

4

2

.

5

0

42.50

42.50

42.00

42.0

0

42.00

4

2

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0

4

1

.

5

0

4

1

.5

0

4

1

.

5

0

4

1

.

0

0

4

1

.

0

0

41.00

4

0

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5

0

3

9

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5

0

3

9

.

0

0

4

0

.

0

0

4

0

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0

0

4

5

.

0

0

4

5

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0

44.50

4

3

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0

4

3

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0

43.50

4

3

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0

4

2

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5

0

42.50

4

2

.

0

0

4

3

.

0

0

4

2

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0

4

3

.

0

0

40.00

3

9

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5

0

4

0

.

5

0

4

1

.

0

0

42.50

43.00

4

2

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0

4

9

.

5

0

4

9

.

0

0

4

8

.

5

0

48.00

47.5

047.00

46.50

4

6

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0

0

4

6

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0

46.00

45.50

4

5

.

5

0

45.50

4

4

.

5

0

44.50

44.50

44.00

44.00

43.50

43.50

4

3

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0

43.50

43.50

43.00

43.00

4

3

.

0

0

4

3

.

0

0

4

3

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0

43.00

4

2

.

5

0

4

2

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5

0

42.50

4

2

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0

42.00

4

2

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0

4

2

.

0

0

4

2

.

0

0

42.00

4

1

.

5

0

41.5

0

41.50

4

1

.

5

0

4

1

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0

4

1

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0

41.00

41.00

4

1

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0

4

1

.

0

0

40.50

40.50

4

0

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0

3

9

.

5

0

39.50

3

9

.5

0

3

9

.

0

0

39.00

39.00

39.00

3

8

.5

0

38.00

38.0

0

37.00

3

7

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0

50.00

4

5

.

0

0

45.00

45.00

4

0

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0

0

4

0

.

0

0

4

0

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0

40.0

0

40.00

5

1

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0

50.50

52.00

52.0

0

5

1

.

5

0

51.50

5

3

.

0

0

5

2

.

5

0

5

2

.

0

0

5

1

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0

4

8

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0

4

7

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0

4

7

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4

6

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5

0

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6

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5

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4

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5

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1

2

3 4

5

S

T

N

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T

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T

N

ARMIDALE ROAD

INVP450 - 49.993

WILLAWARRIN

PUBLIC SCHOOL

H

I

C

K

E

Y

S

C

R

E

E

K

PIPE CULVERT

4

8

.0

0



600Ø CULVERT CROSSING FOR MINORFLOW ONLY

100 YR ARI FLOOD LEVELOF RL 46.40 TYPICAL


EXISTING MINOR CREEKCONNECTION TOHICKEYS CREEK

x F48.30

x F48.85

x F45.60

x F43.75

x F43.15

x F43.15

x F46.50

x F47.25

x F48.75

x F49.00

F49.00 x

x F49.00

x F46.75

x F45.00

x F45.50

x F46.50

x F43.50

x F44.50

x F43.45

x F43.35

x F43.10

x F43.15x F43.50

x F43.45

x F43.50

x F43.55

x F43.00

x F43.10

x F43.00

x F43.10

x F43.42

x F43.45

x F43.30

x F43.30

x F43.10

x F43.05

x F43.50

x F43.50

x F43.00

x F43.40

x F42.70

x F43.05

x F42.85

x F43.00

x F42.55

x F42.50

x F42.35

x F42.15

x F41.95

x F41.95

x F41.95

x F41.95

x F41.95

x F41.95

x F42.00

x F42.00

x F43.30

x F43.40

x F43.00

x F43.15

x F42.55

x F42.80

x F41.50

x F42.00

x F44.00

x F44.75

x F44.75

x F48.80

x F50.00

x F50.00

x F50.00

x F50.00

x F49.00

x F49.00

File nameDesigned by Approved by - date Date

Edition Sheet

Scale

SignatureDate CheckedNoteRev

Local Government Area:

0 10 20 4030 50 60 70 80 90 100mm

COPYRIGHT OF ALL DETAILSEXISTS ON THIS DRAWINGWITH ALL RIGHTS BELONGINGTO THE AUTHOR

Dwg No.93-115 Armidale Rd, Willawarrin

KEMPSEY SHIRE

1/701

NTS @ A1

TITLE & NOTES SHEET

24.11.19AL - 24.11.19AL

17031 - C00

17031 - C10

NEW RURAL FARM MODIFICATIONS93-115 Armidale Rd, Willawarrin

STORMWATER ENGINEERING DRAWINGS

01 ISSUED FOR DEVELOPMENT APPLICATION 24.11.19 AL

KEY PLAN

C01 C02

C03 C04

AutoCAD SHX Text

600

AutoCAD SHX Text

300

AutoCAD SHX Text

450

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

FFL 50.75m

AutoCAD SHX Text

51.00

AutoCAD SHX Text

50.50

AutoCAD SHX Text

50.75

AutoCAD SHX Text

50.75

AutoCAD SHX Text

50.00

AutoCAD SHX Text

49.50

AutoCAD SHX Text

49.00

AutoCAD SHX Text

50.25

AutoCAD SHX Text

FFL 50.25m

AutoCAD SHX Text

50.25

AutoCAD SHX Text

FFL 50.35m

AutoCAD SHX Text

49.75

AutoCAD SHX Text

FFL 49.50m

AutoCAD SHX Text

FFL 49.50m

AutoCAD SHX Text

49.50

AutoCAD SHX Text

49.25

AutoCAD SHX Text

49.25

AutoCAD SHX Text

FFL 50.00m

AutoCAD SHX Text

FFL 48.20m



JUNCTION PITJPK&G

JN

GP

KERB & GUTTER

SLOPE JUNCTION

Ex

TK

VC

TOP OF KERB

NS NATURAL SURFACE


NOT TO SCALE

U.N.O.

N.T.S.


IL:

FFL:

INVERT LEVEL


COURTYARD FENCE

DESCRIPTION

35.20SW

+ 35.68

10.2m

LEGEND

TELSTRA and PIT


STORMWATER NODE


H01


BENCH MARK - BM

PIPE & PIT

CONTOURS

SPOT HEIGHT

5.1m

PROPOSEDEXISTING



INLET PITIP

HW HEADWALL

KERB INLET PITKP

SURCHARGE PITSP

E

G

T

H S

MH

GL GRATE LEVEL

DP DOWNPIPE


CLEANING EYECEKO KERB ONLY

DD DISH DRAIN




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B

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TB

GIN

INVP450 - 51.106

PS01 - 52.137

45.370

45.669

46.025

46.207

45.841

44.355

44.413

44.459

45.068

45.428

LOT 3

(DP 258968)

LOT 4

(DP 258968)

LOT 2

(DP 258968)

LOT 12

(DP 813713)

LOT 11

(DP 813713)

LOT 2

(DP 800846)

53.033

53.027

52.00

51.50

51.00

5

0

.5

0

53.00

52.5

0

5

0

.0

0

49.50

4

9

.

0

0

48.00

4

9

.5

0

44.5

0

45.00

46.00

4

4

.0

0

4

3

.5

0

4

8

.

5

0

4

7

.5

0

47.0

0

4

6

.5

0

4

6

.0

0

4

5

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0

48.50

4

8

.0

0

4

7

.

5

0

4

7

.

0

0

4

6

.

5

0

4

9

.5

0

4

9

.0

0

4

8

.

0

0

4

2

.

0

0

4

2

.

5

0

4

4

.5

0

4

3

.0

0

4

3

.

5

0

44.00

43.00

4

3

.0

0

4

3

.5

0

4

2

.5

0

4

2

.

5

0

42.50

42.50

42.00

42.0

0

42.00

4

2

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0

4

1

.

5

0

4

1

.5

0

4

1

.

5

0

4

1

.

0

0

4

1

.

0

0

41.00

4

0

.

5

0

3

9

.

5

0

3

9

.

0

0

4

0

.

0

0

4

0

.

0

0

4

5

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0

4

5

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0

44.50

4

3

.0

0

4

3

.0

0

4

3

.5

0

4

3

.5

0

4

2

.

5

0

42.50

4

2

.

0

0

4

3

.

0

0

4

2

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0

4

3

.

0

0

40.00

3

9

.

5

0

4

0

.

5

0

4

1

.

0

0

42.50

43.00

42.0

0

4

9

.

5

0

4

9

.

0

0

4

8

.

5

0

48.00

47.5

047.00

46.50

4

6

.

0

0

4

6

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0

46.00

45.50

4

5

.

5

0

45.50

4

4

.

5

0

44.50

44.50

44.00

44.00

43.50

43.50

4

3

.

5

0

43.50

43.50

43.00

43.00

4

3

.

0

0

4

3

.

0

0

4

3

.0

0

43.00

4

2

.

5

0

4

2

.

5

0

42.50

42.5

0

42.00

42.0

0

4

2

.

0

0

4

2

.

0

0

42.00

4

1

.

5

0

41.5

0

41.50

4

1

.

5

0

4

1

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0

4

1

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0

41.00

41.00

4

1

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0

4

1

.

0

0

40.50

40.50

4

0

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0

3

9

.

5

0

39.50

3

9

.5

0

3

9

.

0

0

39.00

39.00

39.00

3

8

.5

0

38.00

38.0

0

37.00

3

7

.0

0

50.00

4

5

.

0

0

45.00

45.00

4

0

.

0

0

4

0

.

0

0

4

0

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0

40.0

0

40.00

5

1

.0

0

50.50

52.00

52.0

0

5

1

.

5

0

51.50

5

3

.

0

0

5

2

.

5

0

5

2

.

0

0

5

1

.5

0

4

8

.5

0

4

7

.5

0

4

7

.0

0

4

6

.

5

0

4

6

.

0

0

4

5

.

5

0

4

4

.

5

0

4

5

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0

C

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S

E

O

F

T

R

E

E

S

C

O

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S

E

O

F

T

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E

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S

C

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F

T

R

E

E

S

1

2

3 4

5

S

T

N

S

T

N

S

T

N

S

T

N

ARMIDALE ROAD

INVP450 - 49.993

WILLAWARRIN

PUBLIC SCHOOL

H

I

C

K

E

Y

S

C

R

E

E

K

PIPE CULVERT

4

8

.0

0

10000

10000

1

0

0

0

0

0

4

0

0

2

0

1

0

0

0

0

1

2

0

1

5

0








NEWPROPOSEDMETAL ROOFSTORAGEFORCHEMICAL



ENTRANCE


ENTRANCE

P PPP

PNEWPROPOSEDMETAL ROOFSTORAGEFORPACKAGINGBOARD





ENTRANCE

VEGEWASHINGMACHINE

ENTRANCE









ROAD

P

P

P



VEGEWASHINGMACHINE

COOLROOM


VEGEWASHINGMACHINE

COOLROOM










PROPOSED ONSITE DETENTIONAREA = 300sq.mAVERAGE DEPTH = 1mMINIMUM VOLUME = 300cu.m













x F48.30

x F48.85

x F45.60

x F43.75

x F43.15

x F43.15

x F46.50

x F47.25

x F48.75

x F49.00

F49.00 x

x F49.00

x F46.75

x F45.00

x F45.50

x F46.50

x F43.50

x F44.50

x F43.45

x F43.35

x F43.10

x F43.15x F43.50

x F43.45

x F43.50

x F43.55

x F43.00

x F43.10

x F43.00

x F43.10

x F43.42

x F43.45

x F43.30

x F43.30

x F43.10

x F43.05

x F43.50

x F43.50

x F43.00

x F43.40

x F42.70

x F43.05

x F42.85

x F43.00

x F42.55

x F42.50

x F42.35

x F42.15

x F41.95

x F41.95

x F41.95

x F41.95

x F41.95

x F41.95

x F42.00

x F42.00

x F43.30

x F43.40

x F43.00

x F43.15

x F42.55

x F42.80

x F41.50

x F42.00

x F44.00

x F44.75

x F44.75

x F48.80

x F50.00

x F50.00

x F50.00

x F50.00

x F49.00

x F49.00

PROPOSED MINOR STORMWATER PONDTO BE USED FOR WATER QUALITY TREATMENTOF NUTRIENT RUNOFF FROM PLANTED AREASPRIOR TO DISCHARGE INTO CREEKAREA = 30sq.mDEPTH = 0.5mVOLUME = 15cu.m


G

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B

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PS01 - 52.137

LOT 3

(DP 258968)

LOT 4

(DP 258968)

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(DP 258968)

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INVP450 - 49.993

PIPE CULVERT

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ENTRANCE


ENTRANCE

P PPPP






ENTRANCE

VEGEWASHINGMACHINE

ENTRANCE









ROAD

P

P

P



VEGEWASHINGMACHINE

COOLROOM


VEGEWASHINGMACHINE

COOLROOM

PROPOSED 2M WIDEX 200mm DEEP GRASSEDCHANNEL TYPICAL>

>>

>

>

>

>

>>

>>

>>

>>

>

>

>>

>>

>>

>>

>>

>>

>

>

>




>>

>

>>

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>>

>>

>>

>>

>>

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>>

>

>

>

>

>

>

>

>



>>

>>

>>

>>

> > > > > > > > > > > > > > >

> > > > > >


>>

>PROPOSED HIGH LEVEL450Ø OUTLET TO PONDCONTROLLING FLOWRATE

>

>

>

>

>

>

>

>

>

>









x F48.30

x F48.85

x F45.60

x F43.75

x F43.15

x F43.15

x F46.50

x F47.25

x F48.75

x F49.00

F49.00 x

x F49.00

x F46.75

x F45.00

x F45.50

x F46.50

x F43.50

x F44.50

x F43.45

x F43.35

x F43.10

x F43.15x F43.50

x F43.45

x F43.55

x F43.05

x F44.00

x F48.80

x F50.00

x F50.00

x F50.00

x F50.00

x F49.00

x F49.00

>

>

>

>

>

>

>


Edition Sheet

Scale



0 10 20 4030 50 60 70 80 90 100mm



KEMPSEY SHIRE

2/702

1:500 @ A1

STORMWATER DRAINAGE PLAN SHEET 1

15.01.20AL - 15.01.20AL

190909 - C01

190909 - C01


KEY PLAN

C01 C02

C03 C04

02 REVISED FOR DEVELOPMENT APPLICATION 15.01.20 AL

AutoCAD SHX Text

600

AutoCAD SHX Text

300

AutoCAD SHX Text

450

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

FFL 50.75m

AutoCAD SHX Text

51.00

AutoCAD SHX Text

50.50

AutoCAD SHX Text

50.75

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50.75

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50.00

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49.50

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49.00

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50.25

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FFL 50.25m

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50.25

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FFL 50.35m

AutoCAD SHX Text

49.75

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FFL 49.50m

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FFL 49.50m

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49.50

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49.25

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49.25

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FFL 50.00m

AutoCAD SHX Text

FFL 48.20m

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600

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300

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450

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100

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100

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100

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100

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100

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100

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100

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FFL 50.75m

AutoCAD SHX Text

51.00

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50.50

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50.75

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50.75

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50.00

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49.50

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49.00

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50.25

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FFL 50.25m

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50.25

AutoCAD SHX Text

FFL 50.35m

AutoCAD SHX Text

49.75

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FFL 49.50m

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FFL 49.50m

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49.50

AutoCAD SHX Text

49.25

AutoCAD SHX Text

49.25

AutoCAD SHX Text

FFL 50.00m

AutoCAD SHX Text

FFL 48.20m

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45.370

45.669

46.025

46.207

45.841

44.355

44.413

44.459

45.068

45.428

LOT 12

(DP 813713)

LOT 2

(DP 800846)

5

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O

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E

O

F

T

R

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E

S

S

T

N

S

T

N

1

0

0

0

0

0

1

0

0

0

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1

2

0

1

5

0


ENLARGE & WIDEN EXISTING 900mm WIDE x600mm DEEP CLAY TRUNK STORMWATER CHANNELTO 2.1m WIDE WHICH DIRECTS ARMIDALE RD FLOWTO NORTHERN HICKLEYS CREEK


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x F45.60

x F43.75

x F43.15

x F43.15

x F46.50

x F43.05

x F44.00

x F44.75

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JUNCTION PITJPK&G

JN

GP

KERB & GUTTER

SLOPE JUNCTION

Ex

TK

VC

TOP OF KERB

NS NATURAL SURFACE


NOT TO SCALE

U.N.O.

N.T.S.


IL:

FFL:

INVERT LEVEL


COURTYARD FENCE

DESCRIPTION

35.20SW

+ 35.68

10.2m

LEGEND

TELSTRA and PIT


STORMWATER NODE


H01


BENCH MARK - BM

PIPE & PIT

CONTOURS

SPOT HEIGHT

5.1m

PROPOSEDEXISTING



INLET PITIP

HW HEADWALL

KERB INLET PITKP

SURCHARGE PITSP

E

G

T

H S

MH

GL GRATE LEVEL

DP DOWNPIPE


CLEANING EYECE

DEPTH PRIOR TO COMMENCEMENT OF ANY WORKS.

KO KERB ONLY

DD DISH DRAIN




G

I

P

G

I

P

G

IP

BB

B

B

B

B

G

P

G

P

TB

GIN

INVP450 - 51.106

PS01 - 52.137

45.370

45.669

46.025

46.207

45.841

44.355

44.413

44.459

45.068

45.428

LOT 3

(DP 258968)

LOT 4

(DP 258968)

LOT 2

(DP 258968)

LOT 12

(DP 813713)

LOT 11

(DP 813713)

LOT 2

(DP 800846)

53.033

53.027

52.00

51.50

51.00

5

0

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0

53.00

52.5

0

5

0

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0

49.50

4

9

.

0

0

48.00

4

9

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0

44.5

0

45.00

4

6

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4

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0

4

3

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0

4

8

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5

0

4

7

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0

47.0

0

4

6

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0

4

6

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0

4

5

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48.50

4

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5

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7

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6

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0

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0

0

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2

.

5

0

4

4

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4

3

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4

3

.

5

0

44.00

43.00

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3

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4

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0

4

2

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0

4

2

.

5

0

42.50

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5

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1

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5

0

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1

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.

0

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3

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.

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43.00

4

2

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0

4

9

.

5

0

4

9

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0

4

8

.

5

0

48.00

47.5

0

47.0046.50

4

6

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0

0

4

6

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0

46.00

45.50

4

5

.

5

0

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4

4

.

5

0

44.50

44.50

44.00

44.00

43.50

43.50

4

3

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0

43.50

43.50

43.00

43.00

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0

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0

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43.00

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2

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4

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0

41.00

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3

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.

5

0

39.50

3

9

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0

3

9

.

0

0

39.00

39.00

39.00

3

8

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0

38.00

38.0

0

37.00

3

7

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0

50.00

4

5

.

0

0

45.00

45.00

4

0

.

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0

40.0

0

40.00

5

1

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0

50.50

52.00

52.0

0

5

1

.

5

0

51.50

5

3

.

0

0

5

2

.

5

0

5

2

.

0

0

5

1

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0

4

8

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0

4

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5

0

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6

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0

0

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5

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5

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4

.

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.0

0

C

O

P

S

E

O

F

T

R

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S

C

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P

S

E

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F

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R

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S

C

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P

S

E

O

F

T

R

E

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S

1

2

3 4

5

S

T

N

S

T

N

S

T

N

S

T

N

ARMIDALE ROAD

INVP450 - 49.993

WILLAWARRIN

PUBLIC SCHOOL

H

I

C

K

E

Y

S

C

R

E

E

K

PIPE CULVERT

4

8

.0

0

10000

10000

1

0

0

0

0

0

4

0

0

2

0

1

0

0

0

0

1

2

0

1

5

0









FORCHEMICAL



ENTRANCE


ENTRANCE

P PPP

P NEWPROPOSEDMETAL ROOFSTORAGEFORPACKAGINGBOARD



FORCHEMICAL



ENTRANCE

VEGEWASHINGMACHINE

ENTRANCE









ROAD

P

P

P



VEGEWASHINGMACHINE

COOLROOM


VEGEWASHINGMACHINE

COOLROOM























x F48.30

x F48.85

x F45.60

x F43.75

x F43.15

x F43.15

x F46.50

x F47.25

x F48.75

x F49.00

F49.00 x

x F49.00

x F46.75

x F45.00

x F45.50

x F46.50

x F43.50

x F44.50

x F43.45

x F43.35

x F43.10

x F43.15x F43.50

x F43.45

x F43.50

x F43.55

x F43.00

x F43.10

x F43.00

x F43.10

x F43.42

x F43.45

x F43.30

x F43.30

x F43.10

x F43.05

x F43.50

x F43.50

x F43.00

x F43.40

x F42.70

x F43.05

x F42.85

x F43.00

x F42.55

x F42.50

x F42.35

x F42.15

x F41.95

x F41.95

x F41.95

x F41.95

x F41.95

x F41.95

x F42.00

x F42.00

x F43.30

x F43.40

x F43.00

x F43.15

x F42.55

x F42.80

x F41.50

x F42.00

x F44.00

x F44.75

x F44.75

x F48.80

x F50.00

x F50.00

x F50.00

x F50.00

x F49.00

x F49.00




Edition Sheet

Scale



0 10 20 4030 50 60 70 80 90 100mm



KEMPSEY

3/702

1:500 @ A1


15.01.20AL - 15.01.20AL

190909 - C02

190909 - C02

KEY PLAN

C01 C02

C03 C04



AutoCAD SHX Text

600

AutoCAD SHX Text

600

AutoCAD SHX Text

300

AutoCAD SHX Text

450

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

FFL 50.75m

AutoCAD SHX Text

51.00

AutoCAD SHX Text

50.50

AutoCAD SHX Text

50.75

AutoCAD SHX Text

50.75

AutoCAD SHX Text

50.00

AutoCAD SHX Text

49.50

AutoCAD SHX Text

49.00

AutoCAD SHX Text

50.25

AutoCAD SHX Text

FFL 50.25m

AutoCAD SHX Text

50.25

AutoCAD SHX Text

FFL 50.35m

AutoCAD SHX Text

49.75

AutoCAD SHX Text

FFL 49.50m

AutoCAD SHX Text

FFL 49.50m

AutoCAD SHX Text

49.50

AutoCAD SHX Text

49.25

AutoCAD SHX Text

49.25

AutoCAD SHX Text

FFL 50.00m

AutoCAD SHX Text

FFL 48.20m

B

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>>

>

>

>

>

>

>

>

>

>

>

>

>

>

>

>

>

>

>

>

>

>

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>

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>

>

>

>

>

>

>

>

>

>

>>

> > > > > > > > >



x F43.10

x F43.50

x F43.55

x F43.00

x F43.10

x F43.00

x F43.10

x F43.42

x F43.45

x F43.30

x F43.30

x F43.10

x F43.05

x F43.50

x F43.50

x F43.00

x F43.40

x F42.70

x F43.05

x F42.85

x F43.00

x F42.55

x F42.50

x F43.30

x F43.40

x F43.15

>

>

>

>

>

>

>

>

>

>

>

>

>

>

>

>

>

>



JUNCTION PITJPK&G

JN

GP

KERB & GUTTER

SLOPE JUNCTION

Ex

TK

VC

TOP OF KERB

NS NATURAL SURFACE


NOT TO SCALE

U.N.O.

N.T.S.


IL:

FFL:

INVERT LEVEL


COURTYARD FENCE

DESCRIPTION

35.20SW

+ 35.68

10.2m

LEGEND

TELSTRA and PIT


STORMWATER NODE


H01


BENCH MARK - BM

PIPE & PIT

CONTOURS

SPOT HEIGHT

5.1m

PROPOSEDEXISTING



INLET PITIP

HW HEADWALL

KERB INLET PITKP

SURCHARGE PITSP

E

G

T

H S

MH

GL GRATE LEVEL

DP DOWNPIPE


CLEANING EYECE

DEPTH PRIOR TO COMMENCEMENT OF ANY WORKS.

KO KERB ONLY

DD DISH DRAIN




G

I

P

G

I

P

G

IP

BB

B

B

B

B

G

P

G

P

TB

GIN

INVP450 - 51.106

PS01 - 52.137

45.370

45.669

46.025

46.207

45.841

44.355

44.413

44.459

45.068

45.428

LOT 3

(DP 258968)

LOT 4

(DP 258968)

LOT 2

(DP 258968)

LOT 12

(DP 813713)

LOT 11

(DP 813713)

LOT 2

(DP 800846)

53.033

53.027

52.00

51.50

51.00

5

0

.5

0

53.00

52.5

0

5

0

.0

0

49.50

4

9

.

0

0

48.00

4

9

.5

0

44.5

0

45.00

46.00

4

4

.0

0

4

3

.5

0

4

8

.

5

0

4

7

.5

0

47.0

0

4

6

.5

0

4

6

.0

0

4

5

.5

0

48.50

4

8

.0

0

4

7

.

5

0

4

7

.

0

0

4

6

.

5

0

4

9

.5

0

4

9

.0

0

4

8

.

0

0

4

2

.

0

0

4

2

.

5

0

4

4

.5

0

4

3

.0

0

4

3

.

5

0

44.00

43.00

4

3

.0

0

4

3

.5

0

4

2

.5

0

4

2

.

5

0

42.50

42.50

42.00

42.0

0

42.00

4

2

.0

0

4

1

.

5

0

4

1

.5

0

4

1

.

5

0

4

1

.

0

0

4

1

.

0

0

41.00

4

0

.

5

0

3

9

.

5

0

3

9

.

0

0

4

0

.

0

0

4

0

.

0

0

4

5

.0

0

4

5

.5

0

44.50

4

3

.0

0

4

3

.0

0

4

3

.5

0

4

3

.5

0

4

2

.

5

0

42.50

4

2

.

0

0

4

3

.

0

0

4

2

.5

0

4

3

.

0

0

40.00

3

9

.

5

0

4

0

.

5

0

4

1

.

0

0

42.50

43.00

42.0

0

4

9

.

5

0

4

9

.

0

0

4

8

.

5

0

48.00

47.5

047.00

46.50

4

6

.

0

0

4

6

.0

0

46.00

45.50

4

5

.

5

0

45.50

4

4

.

5

0

44.50

44.50

44.00

44.00

43.50

43.50

4

3

.

5

0

43.50

43.50

43.00

43.00

4

3

.

0

0

4

3

.

0

0

4

3

.0

0

43.00

4

2

.

5

0

4

2

.

5

0

42.50

42.5

0

42.00

42.0

0

4

2

.

0

0

4

2

.

0

0

42.00

4

1

.

5

0

41.5

0

41.50

4

1

.

5

0

4

1

.5

0

4

1

.5

0

41.00

41.00

4

1

.0

0

4

1

.

0

0

40.50

40.50

4

0

.5

0

3

9

.

5

0

39.50

3

9

.5

0

3

9

.

0

0

39.00

39.00

39.00

3

8

.5

0

38.00

38.0

0

37.00

3

7

.0

0

50.00

4

5

.

0

0

45.00

45.00

4

0

.

0

0

4

0

.

0

0

4

0

.0

0

40.0

0

40.00

5

1

.0

0

50.50

52.00

52.0

0

5

1

.

5

0

51.50

5

3

.

0

0

5

2

.

5

0

5

2

.

0

0

5

1

.5

0

4

8

.5

0

4

7

.5

0

4

7

.0

0

4

6

.

5

0

4

6

.

0

0

4

5

.

5

0

4

4

.

5

0

4

5

.0

0

C

O

P

S

E

O

F

T

R

E

E

S

C

O

P

S

E

O

F

T

R

E

E

S

C

O

P

S

E

O

F

T

R

E

E

S

1

2

3 4

5

S

T

N

S

T

N

S

T

N

S

T

N

ARMIDALE ROAD

INVP450 - 49.993

WILLAWARRIN

PUBLIC SCHOOL

H

I

C

K

E

Y

S

C

R

E

E

K

PIPE CULVERT

4

8

.0

0

10000

10000

1

0

0

0

0

0

4

0

0

2

0

1

0

0

0

0

1

2

0

1

5

0











ENTRANCE


ENTRANCE

P PPP






ENTRANCE

VEGEWASHINGMACHINE

ENTRANCE









ROAD

P

P

P



VEGEWASHINGMACHINE

COOLROOM


VEGEWASHINGMACHINE

COOLROOM























x F48.30

x F48.85

x F45.60

x F43.75

x F43.15

x F43.15

x F46.50

x F47.25

x F48.75

x F49.00

F49.00 x

x F49.00

x F46.75

x F45.00

x F45.50

x F46.50

x F43.50

x F44.50

x F43.45

x F43.35

x F43.10

x F43.15x F43.50

x F43.45

x F43.50

x F43.55

x F43.00

x F43.10

x F43.00

x F43.10

x F43.42

x F43.45

x F43.30

x F43.30

x F43.10

x F43.05

x F43.50

x F43.50

x F43.00

x F43.40

x F42.70

x F43.05

x F42.85

x F43.00

x F42.55

x F42.50

x F42.35

x F42.15

x F41.95

x F41.95

x F41.95

x F41.95

x F41.95

x F41.95

x F42.00

x F42.00

x F43.30

x F43.40

x F43.00

x F43.15

x F42.55

x F42.80

x F41.50

x F42.00

x F44.00

x F44.75

x F44.75

x F48.80

x F50.00

x F50.00

x F50.00

x F50.00

x F49.00

x F49.00




Edition Sheet

Scale



0 10 20 4030 50 60 70 80 90 100mm



KEMPSEY

4/702

1:500 @ A1


15.01.20AL - 15.01.20AL

190909 - C03

190909 - C03


KEY PLAN

C01 C02

C03 C04

02 REVISED FOR DEVELOPMENT APPLICATION 15.01.20

AutoCAD SHX Text

600

AutoCAD SHX Text

300

AutoCAD SHX Text

450

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

FFL 50.75m

AutoCAD SHX Text

51.00

AutoCAD SHX Text

50.50

AutoCAD SHX Text

50.75

AutoCAD SHX Text

50.75

AutoCAD SHX Text

50.00

AutoCAD SHX Text

49.50

AutoCAD SHX Text

49.00

AutoCAD SHX Text

50.25

AutoCAD SHX Text

FFL 50.25m

AutoCAD SHX Text

50.25

AutoCAD SHX Text

FFL 50.35m

AutoCAD SHX Text

49.75

AutoCAD SHX Text

FFL 49.50m

AutoCAD SHX Text

FFL 49.50m

AutoCAD SHX Text

49.50

AutoCAD SHX Text

49.25

AutoCAD SHX Text

49.25

AutoCAD SHX Text

FFL 50.00m

AutoCAD SHX Text

FFL 48.20m

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x F43.00

x F43.10

x F43.42

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x F42.35

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x F44.75


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JUNCTION PITJPK&G

JN

GP

KERB & GUTTER

SLOPE JUNCTION

Ex

TK

VC

TOP OF KERB

NS NATURAL SURFACE


NOT TO SCALE

U.N.O.

N.T.S.


IL:

FFL:

INVERT LEVEL


COURTYARD FENCE

DESCRIPTION

35.20SW

+ 35.68

10.2m

LEGEND

TELSTRA and PIT


STORMWATER NODE


H01


BENCH MARK - BM

PIPE & PIT

CONTOURS

SPOT HEIGHT

5.1m

PROPOSEDEXISTING



INLET PITIP

HW HEADWALL

KERB INLET PITKP

SURCHARGE PITSP

E

G

T

H S

MH

GL GRATE LEVEL

DP DOWNPIPE



DD DISH DRAIN




G

I

P

G

I

P

G

IP

B

B

B

B

B

B

G

P

G

P

TB

GIN

INVP450 - 51.106

PS01 - 52.137

45.370

45.669

46.025

46.207

45.841

44.355

44.413

44.459

45.068

45.428

LOT 3

(DP 258968)

LOT 4

(DP 258968)

LOT 2

(DP 258968)

LOT 12

(DP 813713)

LOT 11

(DP 813713)

LOT 2

(DP 800846)

53.033

53.027

52.00

51.50

51.00

5

0

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0

53.00

52.5

0

5

0

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0

49.50

4

9

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0

0

48.00

4

9

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0

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6

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4

4

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0

4

3

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4

8

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5

0

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0

47.0

0

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6

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4

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48.50

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4

2

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4

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46.00

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4

5

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4

4

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0

44.50

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44.00

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0

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4

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2

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S

1

2

3 4

5

S

T

N

S

T

N

S

T

N

S

T

N

ARMIDALE ROAD

INVP450 - 49.993

WILLAWARRIN

PUBLIC SCHOOL

H

I

C

K

E

Y

S

C

R

E

E

K

PIPE CULVERT

4

8

.0

0

10000

10000

1

0

0

0

0

0

4

0

0

2

0

10000

1

2

0

1

5

0









FORCHEMICAL



ENTRANCE


ENTRANCE

P PPP




FORCHEMICAL



ENTRANCE

VEGEWASHINGMACHINE

ENTRANCE









ROAD

P

P

P



VEGEWASHINGMACHINE

COOLROOM


VEGEWASHINGMACHINE

COOLROOM























x F48.30

x F48.85

x F45.60

x F43.75

x F43.15

x F43.15

x F46.50

x F47.25

x F48.75

x F49.00

F49.00 x

x F49.00

x F46.75

x F45.00

x F45.50

x F46.50

x F43.50

x F44.50

x F43.45

x F43.35

x F43.10

x F43.15x F43.50

x F43.45

x F43.50

x F43.55

x F43.00

x F43.10

x F43.00

x F43.10

x F43.42

x F43.45

x F43.30

x F43.30

x F43.10

x F43.05

x F43.50

x F43.50

x F43.00

x F43.40

x F42.70

x F43.05

x F42.85

x F43.00

x F42.55

x F42.50

x F42.35

x F42.15

x F41.95

x F41.95

x F41.95

x F41.95

x F41.95

x F41.95

x F42.00

x F42.00

x F43.30

x F43.40

x F43.00

x F43.15

x F42.55

x F42.80

x F41.50

x F42.00

x F44.00

x F44.75

x F44.75

x F48.80

x F50.00

x F50.00

x F50.00

x F50.00

x F49.00

x F49.00




Edition Sheet

Scale



0 10 20 4030 50 60 70 80 90 100mm



KEMPSEY

5/701

1:500 @ A1


15.01.20AL - 15.01.20AL

190909 - C04

190909 - C04


KEY PLAN

C01 C02

C03 C04


AutoCAD SHX Text

600

AutoCAD SHX Text

300

AutoCAD SHX Text

450

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

100

AutoCAD SHX Text

FFL 50.75m

AutoCAD SHX Text

51.00

AutoCAD SHX Text

50.50

AutoCAD SHX Text

50.75

AutoCAD SHX Text

50.75

AutoCAD SHX Text

50.00

AutoCAD SHX Text

49.50

AutoCAD SHX Text

49.00

AutoCAD SHX Text

50.25

AutoCAD SHX Text

FFL 50.25m

AutoCAD SHX Text

50.25

AutoCAD SHX Text

FFL 50.35m

AutoCAD SHX Text

49.75

AutoCAD SHX Text

FFL 49.50m

AutoCAD SHX Text

FFL 49.50m

AutoCAD SHX Text

49.50

AutoCAD SHX Text

49.25

AutoCAD SHX Text

49.25

AutoCAD SHX Text

FFL 50.00m

AutoCAD SHX Text

FFL 48.20m

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INVP450 - 51.106

PS01 - 52.137

45.370

45.669

46.025

46.207

45.841

44.355

44.413

44.459

45.068

45.428

LOT 3

(DP 258968)

LOT 4

(DP 258968)

LOT 2

(DP 258968)

LOT 12

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(DP 800846)

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AR

MID

AL

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D

INVP450 - 49.993

WILLAWARRIN

PUBLIC SCHOOL

H

I

C

K

E

Y

S

C

R

E

E

K

PIPE CULVERT

EROSION & SEDIMENT CONTROL PLANSCALE 1:1000

>

>>

>>

>>

>

>

>

>

>

>

>

>

>

>

F49.00 x

x F48.80

x F50.00

x F50.00

x F50.00

x F50.00

x F49.00

x F49.00

STOCKPILE AREAREFER DETAIL

SD 4-1 SHOWNSHADED (TYPICAL)

INSTALL SEDIMENTFENCE TO DETAILSD 6-7 &SD 6-7a INSTALL HAY BALE

BARRIER FILTER TO DETAIL

INSTALL HAY BALEBARRIER FILTER TO DETAIL

TEMPORARY CONSTRUCTIONEXIT, REFER DETAILSHADED (TYPICAL)

PROPOSED SEDIMENT PONDDURING CONSTRUCTIONAREA = 4000sq.mAVERAGE DEPTH = 0.6mMINIMUM VOLUME = 905cu.mVOLUME PROVIDED = 2400cu.m



JUNCTION PITJPK&G

JN

GP

KERB & GUTTER

SLOPE JUNCTION

Ex

TK

VC

TOP OF KERB

NS NATURAL SURFACE


NOT TO SCALE

U.N.O.

N.T.S.


IL:

FFL:

INVERT LEVEL


COURTYARD FENCE

DESCRIPTION

35.20S W

+ 35.68

10.2m

LEGEND

TELSTRA and PIT


STORMWATER NODE


H01


BENCH MARK - BM

PIPE & PIT

CONTOURS

SPOT HEIGHT

5.1m

PROPOSEDEXISTING



INLET PITIP

HW HEADWALL

KERB INLET PITKP

SURCHARGE PITSP

E

G

T

H S

MH

GL GRATE LEVEL

DP DOWNPIPE



DD DISH DRAIN





Edition Sheet

Scale



0 10 20 4030 50 60 70 80 90 100mm



KEMPSEY

6/701

1:1000 @ A1

EROSION & SEDIMENT CONTROL PLAN

15.01.20AL - 15.01.20AL

190909 - C10

190909 - C10


AutoCAD SHX Text

450

45°

PIPE TO ENABLE FIXING OF CAP

45° JUNCTION

45° BEND

..

..

. ..

...

.

.

.

.

.

. ...

.

.

..

..

..

.

..

..

..

..

..

.

..

FOR DEAD ENDS SUPPLYAPPROVED PLUGS

JOINTING ASSPECIFIED

PIPE SIZE ASSPECIFIED

LIGHT DUTY AIR TIGHT CAST IRON OR BRASSSCREW OR BOLT DOWN CAP

350 x 350 x 150CONCRETE SURROUND

600 M

IN UN

O

SCALE 1:RODDING POINT (RP) AT 45°

10

..

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..

.

..

.

.

..

..

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..

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. .

..

.

..

.

.

.

..

.

..

...

..

600 M

IN UN

O50

SCALE 1:DOWNPIPE CONNECTION TO uPVC STORMWATER

10

PIPE SIZE AND JOINTINGAS SPECIFIED

90° ELBOW

45° ELBOW

45° Y JUNCTION

ADAPTOR(S) AS REQUIRED TO MAKEJOINT IN ACCORDANCE WITH THESPECIFICATION AND STORMWATERDRAINAGE NOTE 6

DOWNPIPE AS SPECIFIED

200

SCALE 1:2m WIDE GRASSED V-CHANNEL

20

2000

400

SCALE 1:3m WIDE GRASSED V-CHANNEL

20

3000

2N12 REFER DETAIL L

135°

L MASS CONCRETE

1.40

2.952800

12

14001780110530380450230900

1.02

2.62500

12

12501450110530380450205750

0.67

2.02200

12

11001120110530380450180600

0.38

1.31845

10

99099075

380300300150525

0.325

1.21830

10

91584075

380300300150450

0.27

1.11680

10

84069075

380300300150375

0.25

1.11680

10

84069075

380300300150300

MASS (kg)LENGTH (mm)

CONCRETE QUANTITY (cubic metres)

REINFORCEMENT

REINFORCEMENT DIAMETER

LWEDCBAPIPE DIAMETER

150mm CURTAIN WALL

1125

450180

CD

A

B-150150

300

A

A

200 200

E

PROVIDE 25mm CHAMFER ON ALL EXPOSEDSURFACES (TYPICAL)

45°

2-

3-

ELEVATIONSCALE 1:

1-20

SECTIONSCALE 1:

.-20

PIPE DIA

SECTIONSCALE 1:

2-20

3-

NOTECOMPRESSIVE STRENGTH (F'c) FOR CAST IN-SITU CONCRETE TO BE AMINIMUM OF 25MPa AT 28 DAYS.

SCALE 1:DETAIL L

20

HEADWALL

W


Edition Sheet

Scale



0 10 20 4030 50 60 70 80 90 100mm



KEMPSEY

7/702

A1

STORMWATER DRAINAGE DETAILS

15.01.20AL - 15.01.20AL

190909 - C11

190909 - C11

LAST SAVED BY:ANTHONYL

01 ISSUED FOR DA 24.11.19 AL

DIRECTION OF FLOW

UNDISTURBED AREA

DISTURBED AREA

100

HAY BALE SEDIMENT FILTER

NTSNOTE: STAKE TO BE EITHER TAR COATED STAR OR 50 x 50 HARDWOOD

ANGLE FIRST STAKE TOWARDSPREVIOUSLY LAID STRAW BALESTAKES DRIVEN 600

INTO THE GROUND

EXISTING SURFACE LEVEL

500 MIN 500 MIN

100

MIN

SCALE 1:TYPICAL SECTION THROUGH CATCH DRAIN

20

TIMBER SLEEPER OR METALGRID 100mm HIGH ANDSPACED AT 300mm CTS

CONSTRUCTION SITEMIN LENGTH 10m BERM 300 HIGH MIN

RUNOFF FROM PAD DIRECTEDTO SEDIMENT TRAP

50-75mm GRAVEL BEDMIN 200mm THICK

EXISTING ROADWAY

GEOTEXTILE FABRIC

PROVIDE WASH WATER FORTRUCKS EXITING SITE

TEMPORARY CONSTRUCTION VEHICLE EXIT

NTS

PROPOSED BULK EARTHWORKS LINE

GEOTEXTILE FABRIC SECURELY FIXEDTO FENCE

3 x 2.5 WIRES AT 150CENTRES

EMBED GEOTEXTILE FABRIC 200MIN INTO GROUND

SCALE 1:

20SILTATION FENCE DETAIL

FLOW

NOTEENDS OF SILTATION FENCE TO RETURNEDUP SLOPE TO PREVENT RUNOFF

STAR PICKET

SD4-1 STOCKPILE AREA 1) LOCATE STOCKPILE AT LEAST 5 m FROM

EXISTING VEGETATION, CONCENTRATED WATERFLOWS, ROADS AND HAZARD AREAS WHEREPOSSIBLE.

2) CONSTRUCT ON THE CONTOUR AS A LOW FLATELONGATED MOUND.

3) WHERE THERE IS SUFFICIENT AREA TOPSOILSTOCKPILES SHALL BE LESS THAN 2 m INHEIGHT.

4) CONSTRUCT EARTH BANK (SD 5-2) ON THE UPSLOPE SIDE TO DIVERT RUNOFF AROUNDTHE STOCKPILE AND A SEDIMENT FENCE (SD 6-7)1 TO 2 m DOWNSLOPE OF STOCKPILE.

SD6-7 SEDIMENT FENCE 1) CONSTRUCT SEDIMENT FENCE AS CLOSE AS

POSSIBLE AND PARALLEL TO THE CONTOURS OFTHE SITE.

2) DRIVE 1.5 m LONG STAR PICKETS INTO GROUNDMax 3 m Ctrs.

3) DIG A 150 mm DEEP TRENCH ALONG THE UPSLOPE LINE OF THE FENCE FOR THE BOTTOMOF THE FABRIC TO BE ENTRENCHED.

4) BACKFILL TRENCH OVER BASE OF FABRIC. 5) FIX SELF SUPPORTING GEOTEXILE TO UPSLOPE

SIDE OF POSTS WITH WIRE TIES OR AS RECOMMENDED BY GEOTEXILE MANUFACTURER.

6) JOIN SECTIONS OF FABRIC AT A SUPPORT POSTWITH A Min LAP OF 150 mm.

CONTROL NOTESSEDIMENT & EROSION

MESH & GRAVEL INLET FILTER :1. FABRICATE A SLEEVE MADE FROM GEOTEXTILE

OR WIRE MESH LONGER THAN THE LENGTH OFTHE INLET

2. FORM AN ELLIPTICAL CROSS-SECTION ABOUT150mm HIGH x 400mm WIDE.

3. PLACE THE FILTER AT THE OPENING LEAVING ATLEAST A 100mm SPACE BETWEEN IT AND THEKERB INLET. MAINTAIN THE OPENING WITHSPACER BLOCKS.

4. FORM A SEAL WITH THE KERB TO PREVENT SEDIMENT BYPASSING THE FILTER.

5. SANDBAGS FILLED WITH GRAVEL CAN SUBSTITUTE FOR THE MESH OR GEOTEXTILEPROVIDING THEY ARE PLACED SO THAT THEY CANFIRMLY ABUT EACH OTHER AND SEDIMENT /LADEN WATERS CANNOT PASSBETWEEN.

FLOW

BANKEARTH

STOCKPILE AREA SD 4-1

SEDIMENT FENCE

1:2 SLOPE (MAX.)SURFACESTABILISE STOCKPILE

1:2 SLOPE (MAX.)

02 REVISED FOR DA 15.01.20 AL

FLOOD CERTIFICATION

190809-F1-Rev1 9 January 2020

Att: Bowen Tan GC STUDIO 2/19 Reserve Street, Beaconsfield, NSW 2015 RE: FLOOD CERTIFCATION – NEW RURAL DEVELOPMENT 95-115 ARMIDALE RD, WILLAWARRIN NSW 2440 The property at 95-115 Armidale Rd, Willawarrin NSW 2440 has been reviewed by Kempsey Council stormwater engineers to be possibly affected by the 100 year flood zone. This is a certification that the proposed rural development structures with architectural design by GC Design Job No. 1902 Revision D complies with Clause 3.1.2.3 of the Building Code of Australia and is in accordance with the Kempsey Shire Council (KSC) stormwater development guidelines for flooding, and the State Environmental Planning Policy (SEPP) 2008 Section 3.36C specifically clauses (1)(a)-(b), (2)(a)-(e),(3)(a)-(g), (4) (a)-(b) and will not inhibit the flooding regime..

C.1 COUNCIL REQUIREMENTS

The SEPP requires the following: -

a. The finished floor levels shall have 500mm freeboard to 100ARI flood levels b. A safe passage to a PMF free zone c. Flood compatible design and construction for all new building works to withstand the hydraulic

forces of the floodwater.

C.2 SITE IDENTIFIED AS LOW FLOOD RISK PRECINCT

The site has been defined as being in a high flood risk precinct by Kempsey Shire Council, as all other land within the floodplain i.e. within the extent of the probable maximum flood.

C.3 EXISTING SITE

WCE have applied for Flood Enquiry information from Kempsey Shire Council. KSC have issued a flood enquiry dated 20th November 2019 indicating a 1% AEP flood level of RL 46.40m from Hickeys Creek. See letter attached to this document.

C.4 PROPOSED DEVELOPMENT

The proposed structures finished floor level which are at a minimum of approx. FFL 49.50m and the site in general is confirmed to be over 500mm above the 100 year flood event which is shown in the Figure below. This is over 3.1m above the 1% AEP storm.

There is safe passage with sufficient time and space within the existing residence for evacuation at the PMF storm as the residence is at FFL 51.00

NO. 95-115 ARMIDALE RD, WILLAWARRIN NSW 2440 190909 C1 R1

C.5 CONCLUSION

As the development and residence floor level is 500mm above the 100 year overland flow level and not within of the flow area, it will not affect the (1%) 100 ARI flood inundation therefore clauses (1)(a)-(b), (2)(a)-(e),(3)(a)-(g), (4) (a)-(b) are satisfied. A safe passage to a PMF free zone is shown in the figure above. In conclusion, it is evident from the statement above that the proposed residence with architectural design by GC Design Job No. 1902 Revision D does not affect the 100 ARI floodway zone and complies with SEPP 2008 Section 3.36C.

NO. 95-115 ARMIDALE RD, WILLAWARRIN NSW 2440 190909 C1 R1

Yours faithfully,

For and on behalf of WILSON CONSULTING ENGINEERS PTY LTD

ANTHONY LAHOUD, BE Civil Dip Eng Prac Director

C:\Users\anthonyl\Documents\_WCE\_Projects\190909\200109 190909 95-115 ARMIDALE RD, WILLAWARRIN NSW 2440 FLOOD CERTIFICATE F1 R1.docx

DRAINS & MUSIC RESULTS


Appendix C - DRAINS & MUSIC

Rev 2 / Date 17/01/2020



Rev 2 / Date 17/01/2020

DRAINS DATA

PIT / NODE DETAILS Version 15

Name Type Family Size Ponding Pressure Surface Max Pond Base Blocking x y Bolt-down id Part Full

Inflow Pit is Internal Inflow is Minor Safe Major Safe

Volume Change Elev (m) Depth (m) Inflow Factor lid Shock Loss Hydrograph

Width Misaligned Pond Depth Pond Depth

(cu.m) Coeff. Ku (cu.m/s) (mm)

(m) (m)

N4 Node 10 0 784.165 -554.994 10 No

N6 Node 9 0 786.410 -554.880 12 No

N141 Node 0 784.139 -554.394 286 No

Creek Node 38 0 786.788 -554.211 311 No

Proposed Outlet Node 37 0 787.274 -554.183 307 No

N145 Node 0 786.809 -554.590 298 No

DETENTION BASIN DETAILS

Name Elev Surf. Area Not Used Outlet Type K Dia(mm) Centre RL Pit Family Pit Typex y HED Crest RL

Crest Length(m) id

Basin2 49 0 Culvert 0.5 786.133 -554.252 No 293



Rev 2 / Date 17/01/2020

49.1 300

50 300

SUB-CATCHMENT DETAILS

Name Pit or Total Paved Grass Supp Paved Grass Supp Paved Grass Supp Paved Grass Supp Paved Grass Supp Lag Time Gutter

Gutter Gutter Rainfall

Node Area Area Area Area Time Time Time Length Length Length Slope(%) Slope Slope Rough Rough Rough or Factor

Length Slope FlowFactor Multiplier

(ha) % % % (min) (min) (min) (m) (m) (m) % % % (m) %

External Catchment N4 5.8900 10.0 90.0 0.0 15 15 0 0

1

Pre Dev Catchment N141 21.9200 0.3 99.7 0.0 5 25 0 0

1

Proposed Cat Treated Basin2 1.1643 65.0 35.0 0.0 10 10 0 0

1

Prop Cat Untreated N145 20.7560 0.0 100.0 0.0 5 25 0 0

1

PIPE DETAILS

Name From To Length U/S IL D/S IL Slope Type Dia I.D. Rough Pipe Is No. Pipes Chg From At Chg Chg Rl Chg RL etc



Rev 2 / Date 17/01/2020

(m) (m) (m) (%) (mm) (mm) (m) (m) (m) (m) (m)

OSD Outlet Basin2 Creek 10 49.000 48.800 2.00 Concrete, under roads 450 450 0.013 NewFixed 1 Basin2 0

DETAILS of SERVICES CROSSING PIPES

Pipe Chg Bottom Height of Service Chg Bottom Height of Service Chg Bottom Height of Service etc

(m) Elev (m) (m) (m) Elev (m) (m) (m) Elev (m) (m) etc

CHANNEL DETAILS

Name From To Type Length U/S IL D/S IL Slope Base Width L.B. Slope R.B. Slope Manning Depth Roofed

(m) (m) (m) (%) (m) (1:?) (1:?) n (m)

Diversion Channel N4 N6 Prismatic 100 10 9 1.00 2 0 0 0.025 0.7 No

Prop Creek Flow Offis Creek Proposed Outlet Prismatic 100 38 37 1.00 2 10 10 0.025 0.5 No

Ch81 N145 Creek Prismatic 100 39 38 1.00 2 0 0 0.025 0.7 No

OVERFLOW ROUTE DETAILS

Name From To Travel Spill Crest Weir Cross Safe Depth SafeDepth Safe Bed D/S Area id

Time Level Length Coeff. C Section Major Storms Minor Storms DxV Slope Contributing



Rev 2 / Date 17/01/2020

(min) (m) (m) (m) (m) (sq.m/sec) (%) %

OF1 Basin2 Creek 0.1 50.000 5 1.74 Pathway 4 m wide 0.3 0.15 0.6 3 0 334 5

PIPE COVER DETAILS

Name Type Dia (mm) Safe Cover (m) Cover (m)

OSD Outlet Concrete, under roads 450 0.6 -11.29 Unsafe

This model has no pipes with non-return valves



Rev 2 / Date 17/01/2020

DRAINS RESULTS

DRAINS results prepared from Version 2019.09

PIT / NODE DETAILS Version 8

Name Max HGL Max Pond Max Surface Max Pond Min Overflow Constraint

HGL Flow Arriving Volume Freeboard (cu.m/s)

(cu.m/s) (cu.m) (m)

N4 10.69 3.044

N6 9.62 3.046

Creek 38.59 8.790

Proposed Outlet 37.50 9.166

N145 40.42 8.720

SUB-CATCHMENT DETAILS

Name Max Paved GrassedPaved GrassedSupp. Due to Storm

Flow Q Max Q Max Q Tc Tc Tc

(cu.m/s) (cu.m/s) (cu.m/s) (min) (min) (min)

External Catchment 3.044 0.336 2.707 15.00 15.00 0.00 AR&R 100 year, 1 hour storm, average 104 mm/h, Zone 1

Pre Dev Catchment 9.202 0.049 9.181 5.00 25.00 0.00 AR&R 100 year, 1 hour storm, average 104 mm/h, Zone 1

Proposed Cat Treated 0.763 0.515 0.248 10.00 10.00 0.00 AR&R 100 year, 20 minutes storm, average 175 mm/h, Zone 1



Rev 2 / Date 17/01/2020

Prop Cat Untreated 8.720 0.000 8.720 5.00 25.00 0.00 AR&R 100 year, 1 hour storm, average 104 mm/h, Zone 1

Outflow Volumes for Total Catchment (1.41 impervious + 48.3 pervious = 49.7 total ha)

Storm Total Rainfall Total Runoff Impervious Runoff Pervious Runoff

cu.m cu.m (Runoff %) cu.m (Runoff %) cu.m (Runoff %)

AR&R 100 year, 5 minutes storm, average 292 mm/h, Zone 1 12101.04 6246.37 (51.6%) 329.36 (95.9%) 5917.01 (50.3%)







AR&R 100 year, 1 hour storm, average 104 mm/h, Zone 1 51719.51 39999.45 (77.3%) 1453.90 (99.0%) 38545.55 (76.7%)

AR&R 100 year, 1.5 hours storm, average 82.0 mm/h, Zone 1 61168.28 47561.60 (77.8%) 1722.10 (99.2%) 45839.50 (77.1%)

AR&R 100 year, 2 hours storm, average 70.0 mm/h, Zone 1 69622.41 54370.28 (78.1%) 1962.07 (99.3%) 52408.21 (77.5%)

AR&R 100 year, 3 hours storm, average 55.0 mm/h, Zone 1 82054.99 63941.35 (77.9%) 2314.96 (99.4%) 61626.39 (77.3%)

PIPE DETAILS

Name Max Q Max V Max U/S Max D/S Due to Storm

(cu.m/s) (m/s) HGL (m) HGL (m)



Rev 2 / Date 17/01/2020

OSD Outlet 0.387 2.86 49.356 49.156 AR&R 100 year, 2 hours storm, average 70.0 mm/h, Zone 1

CHANNEL DETAILS

Name Max Q Max V Due to Storm

(cu.m/s) (m/s)

Diversion Channel 3.046 2.46 AR&R 100 year, 1 hour storm, average 104 mm/h, Zone 1

Prop Creek Flow Offis 9.166 2.62 AR&R 100 year, 1 hour storm, average 104 mm/h, Zone 1

Ch81 8.723 7.33 AR&R 100 year, 1 hour storm, average 104 mm/h, Zone 1

OVERFLOW ROUTE DETAILS

Name Max Q U/S Max Q D/S Safe Q Max D Max DxV Max Width Max V Due to Storm

OF1 0.280 0.280 1.793 0.096 0.15 3.83 1.53 AR&R 100 year, 2 hours storm, average 70.0 mm/h, Zone 1

DETENTION BASIN DETAILS

Name Max WL MaxVol Max Q Max Q Max Q

Total Low Level High Level

Basin2 50.10 310.4 0.667 0.387 0.280

CONTINUITY CHECK for AR&R 100 year, 1 hour storm, average 104 mm/h, Zone 1

Node Inflow Outflow Storage Change Difference



Rev 2 / Date 17/01/2020

(cu.m) (cu.m) (cu.m) %

N4 4859.52 4854.11 0.00 0.1

N6 4854.11 4854.11 0.00 0.0

N141 17487.78 17487.78 0.00 0.0

Basin2 1107.47 1092.90 14.57 -0.0

Creek 17636.10 17637.09 0.00 -0.0

Proposed Outlet 17637.09 17637.09 0.00 0.0

N145 16544.64 16543.21 0.00 0.0

Run Log for 190909.drn run at 10:03:02 on 5/2/2020

The maximum water level in these storages exceeds the maximum elevation you specified: Basin2.

DRAINS has extrapolated the Elevation vs Storage table to a higher Elevation. Please provide accurate values for higher elevations.

Channels Ch81, Prop Creek Flow Offis spilled. You cannot rely on these results. You really MUST specify data for higher levels at the cross sections.

Flows were safe in all overflow routes.

IGNORE THESE WARNINGS AT YOUR OWN PERIL.\cf1

No. 95-115 ARMIDALE RD, WILLAWARRIN, NSW 2440 · Approved by: Anthony Lahoud (BE CIVIL DIP ENG...

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