Civil Engineering Report - DAD::...

Development Application Stage 7 - Town Centre East (Frame)

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Attachment 6

Civil Engineering Report

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Prepared for PEET Flagstone City Pty Ltd December 2014

Flagstone City - Stage 7

Plan of Development Civil Engineering Report 7217/43

Flagstone City - Stage 7 Plan of Development Civil Engineering Report

Peet Flagstone City Pty Ltd Version 1 December 2014 721743_Stage 7_Civil Engineering_V1.docx Commercial in Confidence Page iii

Table of Contents 1 Introduction 1

2 Earthworks 2

2.1 Stage 7 2

2.1.1 Proposed Earthworks Strategy 2

2.1.2 Stormwater Considerations 2

2.1.3 Geotechnical Considerations 3

2.1.4 Erosion and Sediment Control 3

3 Roadworks and Traffic 5

3.1 Stage 7 5

4 Stormwater Management 6

4.1 Stage 7 6

5 Sewerage 7

5.1 Stage 7 7

6 Water Supply 8

6.1 Stage 7 8

7 Conclusion 9

8 References 10

Appendices Appendix A Reference Drawings

Appendix B Figures & Sketches

Appendix C Transport Network Technical Memorandum

Appendix D Water Supply & Sewerage Analysis

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Peet Flagstone City Pty Ltd Version 1 December 2014 721743_Stage 7_Civil Engineering_V1.docx Commercial in Confidence Page 1

1 Introduction

This Plan of Development Civil Engineering Report has been prepared by Cardno (Qld) Pty Ltd on behalf of PEET Flagstone City Pty Ltd for the Stage 7 eastern commercial area (the subject site) of the Flagstone City development located in Jimboomba, Queensland. The intent of this report is to provide an overview of the Stage 7 civil engineering aspects to support the lodgement of a plan of development / reconfiguring a lot application to the Department of State Development, Infrastructure and Planning (DSDIP) for their endorsement. Refer to Cardno Sketch No. 721743-033-CI-SK01 in Appendix B, based on the Flagstone Structure Plan prepared by RPS, for the location of Stage 7 of the overall Flagstone City development.

This civil engineering report includes advice on relevant issues regarding the ultimate delivery of civil engineering infrastructure to Stage 7 of the development, including an allowance for stormwater, sewerage and potable water reticulation. In addition, general advice will be provided on proposed roadworks / site access, traffic and the proposed change of ground levels required for earthworks.

Stage 7 of the proposed Flagstone City development makes up one of a number of stages within the Flagstone City masterplan. This report provides further details of the civil engineering infrastructure proposed within this eastern commercial area in accordance with the framework defined in the ‘Movement Network’, ‘Stormwater’ and ‘Water Supply and Sewer Networks’ Infrastructure Master Plans, lodged with DSDIP for development approval.

This Stage 7 report has been prepared based on documentation available at this time and Cardno’s knowledge and experience with similar projects in the area.




2 Earthworks

The earthworks grading adopted across the Stage 7 eastern commercial area has been developed with reference to the DSDIP and Logan City Council (LCC) engineering and development guidelines.

2.1 Stage 7 The Stage 7 plan of development area is bound by New Beith Road to the north, a tributary of Sandy Creek to the south, Wild Mint Drive and existing areas of the Flagstone development to the east, and the Queensland Rail corridor to the west. Stage 7 covers an area of approximately 28 ha, however only about 9 ha will be developed as part of this application. It is noted that the earthworks and civil works associated with the extension to Homestead Drive from the existing roundabout to the Queensland Rail corridor will be undertaken as part of the Stage 1 application.

A review of the existing topography for the Stage 7 area shows that the development area is divided in two by a ridge running through the site in an east west direction. The future extension to Homestead Drive will be located along this ridge line. The stage area north of the ridge grades towards Sandy Creek, with the stage area to the south grading to a tributary of Sandy Creek. Surface elevations within Stage 7 range from approximately RL 36m AHD along the northern boundary up to RL 55m AHD along the ridge. Refer to Cardno Sketch No. 721743-033-CI-SK10 in Appendix B for the existing terrain of the Stage 7 site. The existing natural slopes across the proposed development areas of Stage 7 are generally less than 15% in grade.

2.1.1 Proposed Earthworks Strategy

The earthworks within Stage 7 have been be governed by the types of development proposed within the plan of development area. Cardno Sketch No. 721743-033-CI-SK15 in Appendix B shows details of the earthworks proposed within this stage of the development. The majority of the development works in this stage will involve cut to fill within the site, with earthworks required across the stage to ensure that the maximum allowable grades for the collector and access roads can be met throughout the stage. Suitable grades for the various types of commercial development proposed within Stage 7 were achievable throughout the plan of development area.

In order to achieve the development footprint areas proposed within Stage 7 approximately 50,000m3 of fill material will need to be imported. As part of the balanced cut to fill strategy across the stages of Context Area 1, it is proposed to source this fill material from the excess spoil expected to be generated from the earthworks undertaken to develop Stage 1. Earthworks quantities for Stage 7 will be rationalised as part of the detailed design of the stage.

Any fill within a Building Location Envelope will be compacted in accordance with Section 5 (Compaction Criteria) of AS 3798 – 1996 “Guidelines on Earthworks for Commercial and Residential Developments”.

2.1.2 Stormwater Considerations

As noted on the earthworks layout, a number of waterways and minor tributaries run adjacent to Stage 7 including Sandy Creek and a tributary of Sandy Creek bordering the northern and southern boundaries of the stage, respectively. In general no filling will be undertaken out into the existing 100 year ARI flood inundation areas of these major tributaries, as defined in the pre-development regional hydraulic assessment included in the ‘Flagstone City – Masterplan Flooding Assessment’ report prepared by Cardno.

Where minor filling has occurred, the impact of the proposed Stage 7 filling activities has been reviewed as part of the post-development regional hydraulic assessment included in the masterplan flooding assessment undertaken by Cardno.

The earthworks proposed to develop the area of Stage 7 south of Homestead Drive will involve the partial filling of an existing dam situated within the subject site. In order to maintain an overland flow path between the partially filled dam and the existing watercourse running to the south of Stage 7, an open channel will be excavated out as shown on Cardno Sketch No. 721743-033-CI-SK15.




It is noted that the earthworks proposed within Stage 7 have been planned and shall be carried out in such a manner to ensure no impacts upstream or increase in peak flow rates downstream of the overall Flagstone City development in accordance with relevant DSDIP and LCC development standards and guidelines.

2.1.3 Geotechnical Considerations

A preliminary geotechnical investigation was conducted over the Stage 7 eastern commercial area as part of the Context Area 1 investigation included in the document entitled ‘Broadscale Geotechnical Investigation Town Centre East of Railway and Additional First Stage Residential Lot Area Homestead Drive Flagstone’, prepared by Cardno Bowler. This investigation considered the ripability of the in-situ materials, the use for structural fill, the batter slopes to be adopted and indicative subgrades.

The geotechnical investigations concluded that the soil structure generally comprises sandy clay materials, clayey sand and weathered rock. These material types are considered to be suitable for structural fill. The rock is considered to be ripable with standard earthmoving equipment. Maximum batter slopes are generally to be 1V:2H. The earthworks proposed will comfortably fall within this range. Subgrades will be highly variable depending on the material encountered and will require further investigation at the time of detail design.

Further investigations will be required as part of the detailed design of Stage 7, particularly where deeper cuts are expected than previously investigated.

Dispersive Soils

Geotechnical investigations indicated that the on-site soils have an Emerson class number of 2, which is considered to be dispersive.

These soil conditions will have an eroding effect with the introduction of increased runoff and therefore the detailed design needs careful consideration to avoid the following effects of:

Disturbed watercourses;

Erosion of embankments;

Conveyance of soil further downstream.

To mitigate the effects of dispersive soils, further analysis is required at the detailed design stage to ensure the limited effect of the dispersive soils. Some operational phase mitigation measures typical for this type of Emerson Class are:

Vegetation of batters;

Minimising the velocity of stormwater entering watercourses;

Flattening grades of stormwater infrastructure;

Detention of stormwater to reduce the volume of water entering watercourses;

Minimising the velocity within watercourses;

Jute matt protection of embankments.

2.1.4 Erosion and Sediment Control

As noted above, the preliminary geotechnical investigations indicated that the clays on site will be dispersive. Based on this, appropriate erosion and sediment control techniques will be provided during the earthworks / construction phase and operational phase to minimise erosion and scour.

During the construction period efforts should be made on-site to minimise uncontrolled overland flows by using control measures such as sediment fencing, diversion bunds and rock check dams. Sediment fencing shall also be maintained along the downstream boundary of the construction areas throughout the construction phase of the development. Other erosion, sediment and drainage control techniques that may be adopted during the construction phase include the following:

Preserving existing ground cover as long as possible, and promptly re-establishing any disturbed areas.




Do not open up large areas of site at any one time. Finish and protect earthworks in one area before moving on to the next.

Diverting upslope runoff around disturbed areas and batter slopes, so that no external runoff runs over these exposed areas.

Provide diversion berms rather than diversion drains, as the excavation of a drain exposes soil to scour.

Eliminate “long” slopes, if need be by providing intermediate berms on the batter slopes to catch run-off and lead it off the batter.

Stabilised site access points, sediment fences and check dams all contribute to reducing sediment transport from the disturbed construction areas. Allow for them to be regularly maintained.

To assist in minimising the transportation of sediment off-site it is recommended that sediment basins be located at the downstream edge of the proposed construction areas. The location and suitability of sediment basins within each construction area will be subject to the physical constraints of each construction zone. As dispersive soils have been identified on site, the sediment basins incorporated on-site will be sized as Type D basins. It should be noted that materials used in the construction of sediment basins should not have an Emerson class number of 3 or less.

Reference to the Best Practice Erosion and Sediment Control (November 2008) guidelines will be made when selecting and sizing the appropriate erosion and sediment control management measures.

As noted above, further analysis is required at the detailed design stage to ensure the impacts on the dispersive soils are limited during both the construction and operational phases of the project.




3 Roadworks and Traffic

A high level transport analysis for the Flagstone City masterplan was undertaken to understand potential traffic and transport related issues for the overall development. The outcomes of this masterplan investigation have been outlined in the document entitled ‘Flagstone City Traffic Planning Assessment’, prepared by Cardno.

The main road access into the Flagstone City development area both east and west of the railway corridor will be via the extension of Homestead Drive from the existing Flagstone estate. This includes the roadway from the existing roundabout up to the Queensland Rail corridor and the bridge structure required over the railway corridor, which will link the eastern and western areas of the Flagstone City precinct. It is noted that these road extension and bridge works will be constructed as part of the Stage 1 works. Initially this railway crossing will be constructed as a two lane bridge structure. As traffic volumes increase this railway crossing will be upgraded to a 4 lane structure.

3.1 Stage 7 Following on from the high level transport analysis conducted for the overall Flagstone City masterplan, Cardno have undertaken further assessment in relation to the transport network for the eastern commercial area of Stage 7. The outcomes of this investigation have been outlined in the technical memorandum entitled ‘Flagstone Town Centre – Flagstone East Transport Network Statement’, prepared by Cardno. The transport elements covered within the technical memorandum include the road network, the active transport network and the public transport network. Refer to Appendix C for a copy of the transport network technical memorandum.

As noted on the road layout plan Cardno Sketch No. 721743-033-CI-SK21 in Appendix B, road access to Stage 7 will be available from the extension of Homestead Drive, Wild Mint Drive and New Beith Road.

The various roadway types and road reserve widths proposed for Stage 7 are outlined on the road layout plan and the typical road cross sections provided on Cardno Sketch No.’s 721743-033-CI-SK21 and SK22.




4 Stormwater Management

The ‘Flagstone City – Masterplan Flooding Assessment’ report and ‘Flagstone City – Masterplan Stormwater Management Strategy Report’ have been prepared by Cardno to investigate the stormwater quantity and quality management requirements for Flagstone City development. These documents have been prepared with reference to the relevant DSDIP and LCC engineering and development guidelines.

The management of the water quantity and site flooding is proposed to be addressed as a masterplan solution. This masterplan solution presents an integrated approach to the flooding to provide the most cost effective solution both in terms of construction and on-going maintenance without affecting amenity. The details of the flood management and the hydrologic and hydraulic modelling undertaken are contained in the ‘Flagstone City - Masterplan Flooding Assessment’ report.

The results of the hydraulic modelling demonstrated that no adverse flood impacts downstream of the site are expected due to the proposed masterplan development. To achieve no adverse flood impacts the stormwater management strategy outlined that a number of regional detention basins will be utilised behind several proposed road crossings, with some local basins as needed.

Based on the framework outlined in the masterplan stormwater management strategy, a site specific stormwater management report was prepared for Stage 7 of the development. The document entitled ‘Flagstone City – Stage 7 Stormwater Management Report’, prepared by Cardno, details the stormwater management strategy adopted for Stage 7, and outlines the water quality and waterway stability assessment undertaken.

4.1 Stage 7 A review of available stormwater treatment methods indicated several methods were suitable for use within Stage 7. Based on the site constraints and opportunities, it was determined that to treat runoff generated from the Stage 7 eastern commercial area the treatment train is to consist of bio-retention systems.

The modelling detailed in the Stage 7 stormwater management report confirmed that the proposed development, incorporating the outlined treatment train will achieve all of the nominated objectives. This ensures that the environmental values of the downstream receiving watercourses can be protected.

Conventional pit and pipe drainage systems will be provided within Stage 7 to convey the generated runoff down to the bio-retention basins situated around the edges of the proposed development areas. Refer to Cardno Sketch No. 721743-033-CI-SK30 in Appendix B for an indicative stormwater layout for proposed Stage 7 of the Flagstone City development, including the proposed bio-retention basins.

To assist with waterway stability management and the protection of downstream ecology and geomorphology from the impacts of stormwater runoff during lower ARI events, the bio-retention basins have been sized with additional detention storage to limit the contributing post developed one year ARI event peak discharges to the equivalent pre-developed one year ARI event peak discharges.

The bio-retention basin sizes determined from the analysis included in the ‘Flagstone City – Stage 7 Stormwater Management Report’ were incorporated into the earthworks and roadworks model to ensure that these basins could feasibly work in the detailed design.

The Stage 7 drainage networks will be designed in accordance with the Queensland Urban Drainage Manual (2013) (QUDM) and the relevant DSDIP and LCC engineering and development guidelines.




5 Sewerage

The proposed sewerage strategy for the overall development of Flagstone City has been outlined in the endorsed ‘Flagstone City Water Supply and Sewer Networks Infrastructure Master Plan’. Based on this masterplan document, more detailed investigations of the sewerage strategy for the development including Stage 7 were provided in the documents entitled ‘Flagstone City Water Supply and Sewerage Master Plan’, included in the endorsed report, and the ‘Flagstone City Stage 7 Water Supply and Sewerage Analysis’ report, prepared by Cardno for this application. Refer to Appendix D for a copy of the ‘Flagstone City Stage 7 Water Supply and Sewerage Analysis’ report.

A summary of the strategy to service Stage 7 is outlined below.

5.1 Stage 7 Sewer services to support Stage 7 are proposed to be provided in stages.

The proposed sewerage strategy initially involves the conveyance of flows from Stage 7 to the existing Flagstone Sewerage Treatment Plant (STP). This strategy is generally consistent with the preferred strategy outlined in the endorsed Water Supply and Sewer Networks Infrastructure Master Plan (IMP). The ultimate treatment capacity is understood to be provided by a regional treatment solution with interim support from local treatment solutions.

Additional capacity requirements at the existing Flagstone STP will be triggered with the first stage of the Flagstone City development. Previous planning has shown that the Flagstone STP can be upgraded to meet the initial Stage 7 sewer demands. Further staged upgrades to the treatment plant would be subject to finalising the medium term and ultimate servicing strategies for the Flagstone area.

Refer to Cardno Sketch No. 721743-033-CI-SK40 in Appendix B for the Stage 7 sewer reticulation layout plan. As noted on the layout plan, a conventional gravity reticulated sewer network is currently proposed for the Stage 7 development areas to the north of Homestead Drive. This network will convey flows to a pump station (Station No. FLPPS5) to be constructed on the western side of the railway corridor as part of the Stage 1 works. For the Stage 7 development areas to the south of Homestead Drive, the sewer network to support this area of the development is proposed to be provided in stages. Initially as part of this application, gravity reticulated flows will be conveyed to a temporary private sewer pump station to be located in the southern corner of Lot 25000. Flows to this station will be pumped to a discharge manhole to be located within the network on the northern side of Homestead Drive. As development progresses towards the southern areas of Stage 7, the gravity reticulated network will extend to the southern boundary of the stage where a future local authority sewer pump station will be constructed. The internal gravity mains will be a minimum 150mm diameter and will connect into the proposed trunk gravity mains as noted.

The construction of sewer pump station (SPS) FLPPS5 will be triggered with the development of the first stages of the Flagstone City development. Initially, it will be developed as an interim measure delivering yields to the Flagstone STP.

However, the internal infrastructure service strategy may be subject to change should an alternative low pressure solution be adopted. The road reserves and the general subdivision layout should be able to accommodate either a conventional gravity or alternative low pressure system. These strategies are consistent with the endorsed Water Supply and Sewer Networks IMP.

Ultimately, should a conventional gravity solution be adopted, it is expected that SPS FLPPS5 will be diverted to the proposed regional treatment solution. As part of the interim service strategy, it may be prudent for SPS FLPPS5 to be delivered with a wet well and inlet which could also support delivery to the ultimate regional solution.




6 Water Supply

The proposed water supply strategy for the overall development of Flagstone City has been outlined in the endorsed ‘Flagstone City Water Supply and Sewer Networks Infrastructure Master Plan’. Based on this masterplan document, more detailed investigations of the water supply strategy for the development including Stage 7 were provided in the documents entitled ‘Flagstone City Water Supply and Sewerage Master Plan’, included in the endorsed report, and the ‘Flagstone City Stage 7 Water Supply and Sewerage Analysis’ report, prepared by Cardno for this application. Refer to Appendix D for a copy of the ‘Flagstone City Stage 7 Water Supply and Sewerage Analysis’ report.

A summary of the strategy to service Stage 7 is outlined below.

6.1 Stage 7 Supply to Stage 7 will be via the Round Mountain reservoir and key trunk distribution mains, including the recently constructed 375mm diameter trunk main located along New Beith Road and Wild Mint Drive.

As part of the Stage 1 works to extend Homestead Drive, a 375mm diameter trunk main will be constructed along the alignment of the roadway extension from the existing 375mm trunk main located at the roundabout.

To service the proposed Stage 7 development areas a number of connections to the surrounding trunk mains are required. Three connections to the Homestead Drive 375mm trunk main are required in order to maintain service levels as the development progresses through Stage 7.

Smaller reticulation services will be required from these trunk mains. To maintain sufficient maximum hour and firefighting pressures, a network of reticulations mains of at least 150mm diameter are required to service Stage 7.

Refer to Cardno Sketch No. 721743-033-CI-SK50 in Appendix B for the indicative Stage 7 water reticulation layout plan.




7 Conclusion

This Plan of Development Civil Engineering Report for the Stage 7 plan of development area is an assessment of the engineering requirements for the future development of the subject site. This Civil Engineering Report has shown that the development proposed for the subject site can be serviced and constructed using suitable engineering solutions, for onsite earthworks, roadworks, stormwater, potable water supply and sewerage reticulation.

All civil engineering sketch layouts contained in this report are subject to confirmation by detailed investigations, designs and future provision of local authorities and DSDIP requirements.




8 References

Cardno, September 2014, ‘Flagstone City – Masterplan Flooding Assessment’ (ref# 7217/43/R1)

Cardno, April 2014, ‘Flagstone City – Masterplan Stormwater Management Strategy Report’ (ref# 7217/43/R10)

Cardno, December 2014, ‘Flagstone City – Stage 7 Stormwater Management Report’ (ref# 7217/43/R11)

Cardno, September 2013, ‘Flagstone City Traffic Planning Assessment’

Cardno, December 2014, ‘Flagstone Town Centre – Flagstone East Transport Network Statement’

Cardno, February 2014, ‘Flagstone City Water Supply and Sewerage Master Plan’

Cardno December 2014, ‘Flagstone City Stage 7 Water Supply and Sewerage Analysis’



APPENDIX A REFERENCE DRAWINGS


APPENDIX B FIGURES & SKETCHES

Project No.:

Date:

Drawing No.:

Cardno (Qld) Pty Ltd | ABN 57 051 074 992Level 2 Podium Level - Emerald Lakes Town Centre1/3321 Central Place, Carrara, Qld 4211PO Box 391, Nerang, Qld 4211Tel:07 5539 9333 Fax:07 5538 4647Email: [email protected]: www.cardno.com.au

AUSTRALASIA ASIA AFRICA MIDDLE EAST UK/EUROPE NORTH AMERICA LATIN AMERICA

®

DECEMBER, 2014

7217/43-033

721743-033-SK00

PEET FLAGSTONE CITY PTY. LTD.

FLAGSTONE STAGE 7

JIMBOOMBA

PLAN OF DEVELOPMENT (POD)

ROAD No.3

ROAD No.2

ROAD

No.4

ROAD No.5

ROAD

No.1

ROAD No.7

ROAD

No.6

STAGE 7A

STAGE 7B

STAGE 7C

STAGE 7D

Sketch Number Revision

®Cardno (Qld) Pty Ltd | ABN 57 051 074 992

Level 2 Podium Level - Emerald Lakes Town Centre1/3321 Central Place, Gold Coast, Qld 4211

PO Box 391, Carrara, Qld 4211Tel:07 5539 9333 Fax:07 5538 4647

Email: [email protected] Web: www.cardno.com.au

Cardno LimitedAll Rights Reserved.This document is produced by CardnoLimited solely for the benefit of and useby the client in accordance with theterms of the retainer. Cardno Limiteddoes not and shall not assume anyresponsibility or liability whatsoever toany third party arising out of any use orreliance by third party on the content ofthis document.


Date

FLAGSTONE STAGE 7 - JIMBOOMBAPEET FLAGSTONE CITY PTY. LTD.

DECEMBER, 2014

FOR APPROVAL0 50 200

SCALE 1:2500

100 150 250m

@A1

SKETCH LIST AND LOCALITY PLAN

721743-033-CI-SK01 A

NORT

H

SKETCH SCHEDULESKETCH No. DESCRIPTION

721743-033-CI-SK00 COVER SHEET

721743-033-CI-SK01 SKETCH LIST AND LOCALITY PLAN

721743-033-CI-SK10 EXISTING FEATURES LAYOUT PLAN

721743-033-CI-SK15 EARTHWORKS LAYOUT PLAN

721743-033-CI-SK16 CUT FILL DEPTH LAYOUT PLAN

721743-033-CI-SK21 ROAD LAYOUT PLAN

721743-033-CI-SK22 ROAD TYPICAL CROSS SECTIONS

721743-033-CI-SK25 ROAD LONGITUDINAL SECTION - ROADS 1 AND 3

721743-033-CI-SK26 ROAD LONGITUDINAL SECTION - ROADS 2, 4 AND 5

721743-033-CI-SK27 ROAD LONGITUDINAL SECTION - ROADS 6 AND 7

721743-033-CI-SK30 STORMWATER DRAINAGE LAYOUT PLAN

721743-033-CI-SK40 SEWER RETICULATION LAYOUT PLAN

721743-033-CI-SK50 WATER RETICULATION LAYOUT PLAN

LOCALITY PLANSCALE 1:2500

EXISTING SHED

EXISTING BASIN

STAGE BOUNDARY

EXISTING CONTOURS (0.25m INTERVALS)

EXISTING Ï375 TRUNK WATER MAIN

EXISTING STORMWATER LINE

EXISTING ELECTRICAL

EXISTING OPTIC FIBRE CABLE

EXISTING FENCE

EXISTING TRACK

Q100 INUNDATION LINE

Q20 INUNDATION LINE

LEGEND








Date


DECEMBER, 2014

FOR APPROVAL

0 150m

SCALE 1:1500

50 100

@A1

EXISTING FEATURES LAYOUT PLAN

721743-033-CI-SK10 A

NORTH

EXISTING DAM

EXISTING BRIDGE

LEGEND

EARTHWORKS CUT AREA

EARTHWORKS FILL AREA

STAGE BOUNDARYEXISTING SURFACE CONTOUR (0.25m INTERVALS)

FINISHED SURFACE CONTOUR (0.25m INTERVALS)

STAGE 1 WORKS

ROAD

No.3

ROAD

No.2

ROAD No.4

ROAD

No.5

ROAD No.1

ROAD No.7

ROAD No.7

ROAD No.6ROAD No.6

25000

25001

25004

25003

25005

50004

50005

50003

25002

25006

25008

25007

25009








Date


DECEMBER, 2014

FOR APPROVAL

0 4020

SCALE 1:1000

60 80 100m

@A1

721743-033-CI-SK15 A

NORTH

EARTHWORKS LAYOUT PLAN

1 IN 6

1 IN 6

1 IN 6

LEGEND

FILL 2.0m - 3.0m

FILL 1.0m - 2.0m

FILL 0.0m - 1.0m

FILL 3.0m - 4.0m

FILL 4.0m - 5.0m

STAGE BOUNDARY

CUT 2.0m - 3.0m

CUT 1.0m - 2.0m

CUT 0.0m - 1.0m

FILL 5.0m - 6.0m

FILL 6.0m - 7.0m

ROAD

No.3

ROAD

No.2

ROAD No.4

ROAD

No.5

ROAD No.1

ROAD No.7

ROAD No.7

ROAD No.6ROAD No.6

25000

25001

25004

25003

25005

50004

50005

50003

25002

25006

25008

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25009








Date


DECEMBER, 2014

FOR APPROVAL

0 4020

SCALE 1:1000

60 80 100m

@A1

721743-033-CI-SK16 A

NORTH

CUT FILL DEPTH LAYOUT PLAN

LIMIT

OF

WOR

KS

ROAD

No.3

ROAD

No.2

ROAD No.4

ROAD

No.5

ROAD No.1ROAD No.7

ROAD No.7

ROAD No.6ROAD No.6

25000

25001

25004

25003

25005

50004

50005

50003

25002

25006

25008

25007

25009

LEGENDSTAGE BOUNDARY

PROPOSED ROAD CONTROL LINE

EXTENT OF PROPOSED ROADWORKS

EXTENT OF PROPOSED FOOTWAY

EXTENT OF PROPOSED SHARED PATH

EXTENT OF PROPOSED CYCLEWAY

STAGE 1 CYCLEWAY








Date


DECEMBER, 2014

FOR APPROVAL

0 4020

SCALE 1:1000

60 80 100m

@A1

ROAD LAYOUT PLAN

721743-033-CI-SK21 A

NORTH

20.6m COLLECTOR ROAD - ROADS 2, 3 AND 616.5m ACCESS STREET - ROADS 4 AND 7

ARTERIAL ROAD (4 LANES) - HOMESTEAD DRIVE (STAGE 1)

6.5m ACCESS LANEWAY - ROAD 5

COLLECTOR ROAD (2 LANES) - ROAD 1 WITH SHARED PATHCOLLECTOR ROAD (2 LANES) - ROAD 1 WITH CYCLE PATH

LV100mm LVCONDUITS

RP B

DY

LV

100mm ENERGEXCOMMUNICATIONCONDUIT

125mm HVCONDUITS

GAS

CORR

IDOR

WAT

ER C

ORRI

DOR

/ SEW

ER

TYPICAL SECTION4.5m VERGESERVICE ALLOCATION DETAILS1:50 (A1) 1:100 (A3)

COMM

SCO

RRID

OR

LV CC

STRE

ET T

REE

SUPPLYCORRIDOR








Date


DECEMBER, 2014

FOR APPROVAL721743-033-CI-SK22 B

0 1 2

SCALE 1:100

4 6 8 10m

@A1

ROAD TYPICAL CROSS SECTIONS

IP

C

H 20.784 R

L 49.822

IP

C

H 159.144 R

L 45.825

IP

C

H 268.467 R

L 38.103

SA

G C

H 271.495 R

L 38.261

CH

13.284 R

L 49.889

CH

28.284 R

L 49.605

CH

129.144 R

L 46.692

CH

189.144 R

L 43.706

CH

260.967 R

L 38.633

CH

275.967 R

L 38.328

15.000m 60.000m 15.000mVertical Curve Length (m)

R 754.5m R 1437.3m R 149.1m

Vertical Curve Radius (m)

-0.901% -2.889% -7.063% 3.000%Vertical Geometry Grade (%)

20.788m 138.360m 109.324m 24.058m

Vertical Geometry Length (m)

18.584mHORIZ CURVE LENGTH(m)

R 40.000m

HORIZ CURVE RADIUS (m)

0.000

50.009

0.502

49.507

20.000

49.799

0.514

49.285

40.000

49.267

0.868

48.399

60.000

48.689

0.255

48.434

80.000

48.111

-0.043

48.155

100.000

47.534

-0.193

47.727

120.000

46.956

-0.222

47.178

140.000

46.337

-0.211

46.548

160.000

45.469

-0.328

45.797

180.000

44.323

-0.642

44.965

200.000

42.939

-0.923

43.862

220.000

41.527

-1.284

42.810

240.000

40.114

-0.645

40.759

244.456

39.799

-0.434

40.234

260.000

38.701

-0.233

38.934

263.040

38.501

-0.321

38.822

280.000

38.449

-0.524

38.973

292.525

38.825

0.465

38.360

CONTROL LINE CHAINAGE

ROAD CENTRELINE

DESIGN SURFACE LEVELS

ROAD CENTRELINE

CUT / FILL DEPTH

TO EXISTING SURFACE

EXISTING SURFACE LEVELS

ROAD CENTRELINE

HO

ME

ST

EA

D D

RIV

E

RO

AD

N

o.3

RO

AD

N

o.5

RO

AD

N

o.2

DATUM RL 29.000

ROAD No.1

SCALE: HORIZONTAL - 1:1000

VERTICAL - 1:100

NE

W B

EIT

H R

OA

D

IP

C

H 13.677 R

L 47.747

IP

C

H 142.933 R

L 47.061

SA

G C

H 139.436 R

L 47.084

CH

6.177 R

L 47.972

CH

21.177 R

L 47.707

CH

137.933 R

L 47.088

CH

147.933 R

L 47.211

15.000m 10.000mVertical Curve Length (m)

R 606.2m R 283.2m


-3.005% -0.531% 3.000%Vertical Geometry Grade (%)

13.677m 129.256m 10.412m


HORIZ CURVE LENGTH(m)


-0.000

48.158

-0.038

48.196

20.000

47.715

-0.417

48.132

40.000

47.607

-0.379

47.986

60.000

47.501

-0.457

47.959

80.000

47.395

-0.571

47.966

100.000

47.289

-0.673

47.962

120.000

47.183

-0.875

48.058

140.000

47.084

-0.923

48.008

153.345

47.373

-0.624

47.998


ROAD CENTRELINE


ROAD CENTRELINE

CUT / FILL DEPTH

TO EXISTING SURFACE


ROAD CENTRELINE

RO

AD

N

o.1

RO

AD

N

o.4

DATUM RL 38.000

ROAD No.3


VERTICAL - 1:100

LEGEND: FINISHED SURFACE EXISTING SURFACE W

IL

D M

IN

T D

RIV

E








Date


DECEMBER, 2014

FOR APPROVAL721743-033-CI-SK25 A

ROAD LONGITUDINAL SECTION - ROADS 1 AND 3

10 0 10 3020 40 50m

1 0 21 3 5m4

1:1000-A1

1:100-A1

1:2000-A3

1:200-A3

HOR.

VERT.

LEGEND: FINISHED SURFACE EXISTING SURFACE

IP

C

H 14.161 R

L 45.231

IP

C

H 165.760 R

L 46.899

SA

G C

H 17.738 R

L 45.292

CH

6.661 R

L 45.464

CH

21.661 R

L 45.313

CH

158.260 R

L 46.816

CH

173.260 R

L 47.124


R 356.7m R 789.5m


-3.105% 1.100% 3.000%Vertical Geometry Grade (%)

14.161m 151.599m 11.852m


23.562mHORIZ CURVE LENGTH(m)

R 15.000m


-0.000

45.671

-0.255

45.926

20.000

45.299

-0.558

45.857

40.000

45.515

-0.873

46.388

60.000

45.735

-0.258

45.993

80.000

45.955

-0.260

46.215

91.550

46.082

-0.276

46.358

100.000

46.175

-0.350

46.526

115.112

46.341

-0.614

46.955

120.000

46.395

-0.663

47.058

140.000

46.615

-0.935

47.550

160.000

46.837

-0.942

47.779

177.612

47.254

-0.732

47.986


ROAD CENTRELINE


ROAD CENTRELINE

CUT / FILL DEPTH

TO EXISTING SURFACE


ROAD CENTRELINE

RO

AD

N

o.1

RO

AD

N

o.3

RO

AD

N

o.5

DATUM RL 36.000

ROAD No.2 / ROAD No. 4


VERTICAL - 1:100

ROAD No. 2 ROAD No. 4

IP

C

H 7.850 R

L 40.301

IP

C

H 12.809 R

L 40.572

IP

C

H 26.658 R

L 40.739

IP

C

H 107.000 R

L 44.459

IP

C

H 139.644 R

L 46.355

IP

C

H 144.724 R

L 46.075

CR

ES

T C

H 139.778 R

L 46.214

CH

19.158 R

L 40.649

CH

34.158 R

L 41.087

CH

134.644 R

L 46.065

CH

144.644 R

L 46.080


R 438.8m R 88.4m


-2.997%

5.468%

1.211% 4.629% 5.809% -5.504%3.007%Vertical Geometry Grade (%)

7.850m

4.959m

13.849m 80.342m 32.644m 5.080m3.050m


8.970m 8.244m 8.127m 17.438mHORIZ CURVE LENGTH(m)

R 17.500m R 40.000mR 40.000m R 15.000m


-0.000

40.536

-0.615

41.151

7.850

40.301

-0.725

41.025

12.809

40.572

-0.373

40.944

20.000

40.660

-0.146

40.806

22.012

40.693

-0.086

40.779

30.982

40.951

0.061

40.890

40.000

41.357

0.237

41.120

60.000

42.283

0.192

42.091

70.487

42.768

-0.004

42.773

78.731

43.150

-0.240

43.390

80.000

43.209

-0.291

43.500

87.903

43.575

-0.754

44.328

96.030

43.951

-0.642

44.593

100.000

44.135

-0.702

44.837

107.000

44.459

-0.837

45.296

120.000

45.214

-0.565

45.779

123.853

45.438

-0.557

45.995

140.000

46.213

-0.163

46.377

141.291

46.201

-0.196

46.397

144.724

46.075

-0.378

46.453

147.774

46.167

-0.339

46.506


ROAD CENTRELINE


ROAD CENTRELINE

CUT / FILL DEPTH

TO EXISTING SURFACE


ROAD CENTRELINE

RO

AD

N

o.1

RO

AD

N

o.4

DATUM RL 31.000

ROAD No.5


VERTICAL - 1:100








Date


DECEMBER, 2014


ROAD LONGITUDINAL SECTION - ROADS 2, 4 AND 5

10 0 10 3020 40 50m

1 0 21 3 5m4

1:1000-A1

1:100-A1

1:2000-A3

1:200-A3

HOR.

VERT.

IP

C

H 18.917 R

L 49.546

IP

C

H 47.452 R

L 48.219

IP

C

H 180.203 R

L 45.089

CH

11.417 R

L 49.778

CH

26.417 R

L 49.197

CH

27.452 R

L 49.149

CH

67.452 R

L 47.747

CH

155.203 R

L 45.679

CH

205.203 R

L 44.916

15.000m 40.000m 50.000mVertical Curve Length (m)

R 960.1m R 1744.8m R 3002.2m


-3.088% -4.650% -2.358% -0.692%Vertical Geometry Grade (%)

18.917m 28.535m 132.751m 90.263m


22.488m 37.066mHORIZ CURVE LENGTH(m)

R -54.050m R -150.000m


0.000

50.130

0.536

49.594

20.000

49.474

1.297

48.177

40.000

48.611

0.684

47.927

60.000

47.939

0.136

47.803

80.000

47.452

-0.080

47.531

100.000

46.980

-0.139

47.119

107.248

46.809

-0.188

46.997

120.000

46.509

-0.160

46.669

129.736

46.279

-0.117

46.396

140.000

46.037

0.108

45.929

160.000

45.569

0.584

44.985

180.000

45.196

1.380

43.816

200.000

44.957

1.207

43.750

220.000

44.814

1.131

43.683

235.238

44.708

0.466

44.242

240.000

44.675

0.357

44.319

260.000

44.537

0.133

44.403

272.304

44.467


ROAD CENTRELINE


ROAD CENTRELINE

CUT / FILL DEPTH

TO EXISTING SURFACE


ROAD CENTRELINE

HO

ME

ST

EA

D D

RIV

E

RO

AD

N

o.7

DATUM RL 32.000

ROAD No.6


VERTICAL - 1:100

LEGEND: FINISHED SURFACE EXISTING SURFACE

IP

C

H 26.088 R

L 48.030

IP

C

H 141.982 R

L 47.451

IP

C

H 196.877 R

L 44.920

IP

C

H 270.275 R

L 44.186

SA

G C

H 266.525 R

L 44.242

CH

21.088 R

L 48.155

CH

31.088 R

L 48.005

CH

121.982 R

L 47.551

CH

161.982 R

L 46.529

CH

171.877 R

L 46.073

CH

221.877 R

L 44.670

CH

262.775 R

L 44.261

CH

277.775 R

L 44.411

10.000m 40.000m 50.000m 15.000mVertical Curve Length (m)

R 502.4m R 973.2m R 1384.9m R 375.0m


-2.490% -0.500% -4.610% -1.000% 3.000%Vertical Geometry Grade (%)

26.088m 115.894m 54.894m 73.399m 13.127m


26.529m 15.777mHORIZ CURVE LENGTH(m)

R 40.000m R 50.000m


0.000

48.680

0.000

48.680

20.000

48.182

-0.002

48.184

40.000

47.961

-0.114

48.074

60.000

47.861

-0.521

48.382

64.606

47.838

-0.693

48.530

80.000

47.761

-0.737

48.497

91.135

47.705

-0.672

48.377

100.000

47.661

-0.653

48.313

120.000

47.561

-0.423

47.984

140.000

47.294

-0.211

47.505

160.000

46.618

0.202

46.416

180.000

45.722

-0.422

46.144

200.000

45.062

0.547

44.514

220.000

44.690

1.683

43.007

240.000

44.489

1.429

43.059

245.748

44.431

1.244

43.187

260.000

44.289

0.921

43.368

261.525

44.273

0.951

43.323

280.000

44.478

-0.362

44.839

283.402

44.580

0.022

44.558


ROAD CENTRELINE


ROAD CENTRELINE

CUT / FILL DEPTH

TO EXISTING SURFACE


ROAD CENTRELINE

RO

AD

N

o.6

DATUM RL 33.000

ROAD No.7


VERTICAL - 1:100

LIM

IT

O

F W

OR

KS

HO

ME

ST

EA

D D

RIV

E








Date


DECEMBER, 2014


ROAD LONGITUDINAL SECTION - ROADS 6AND 7

10 0 10 3020 40 50m

1 0 21 3 5m4

1:1000-A1

1:100-A1

1:2000-A3

1:200-A3

HOR.

VERT.

STAGE BOUNDARY

EXISTING SURFACE CONTOUR (0.25m INTERVALS)


EXISTING STORMWATER LINE

STAGE 1 STORMWATER LINE

PROPOSED STORMWATER LINEPROPOSED

Q100 INUNDATION LINE

Q20 INUNDATION LINE

OVERLAND FLOW

BASIN DISCHARGE ARRANGEMENT

PROPOSED BIORETENTION/DETENTION BASIN

INDICATIVE FUTURE BIORETENTION BASIN

LEGEND

ROAD

No.3

ROAD

No.2

ROAD No.4

ROAD

No.5

ROAD No.1

ROAD No.7

ROAD No.7

ROAD No.6ROAD No.6

25000

25001

25004

25003

25005

50004

50005

50003

25002

25006

25008

25007

25009

PROPOSED STORMWATERDRAINAGE CONVEYANCE SWALE








Date


DECEMBER, 2014

FOR APPROVAL

0 4020

SCALE 1:1000

60 80 100m

@A1

721743-033-CI-SK30 A

NORTH

STORMWATER DRAINAGE LAYOUT PLAN

STAGE BOUNDARY

EXISTING SURFACE CONTOUR (0.25m INTERVALS)


PROPOSED GRAVITY SEWER MAIN

FUTURE GRAVITY SEWER MAIN

PROPOSED RISING MAIN

FUTURE RISING MAIN

LEGEND

ROAD

No.3

ROAD

No.2

ROAD No.4

ROAD

No.5

ROAD No.1ROAD No.7

ROAD No.7

ROAD No.6ROAD No.6

25000

25001

25004

25003

25005

50004

50005

50003

25002

25006

25008

25007

25009

TEMPORARY PRIVATEPUMP STATION

FUTURE COUNCILPUMP STATION

DISCHARGE MANHOLE








Date


DECEMBER, 2014

FOR APPROVAL

0 25 75

SCALE 1:1250

50 100 125m

@A1

721743-033-CI-SK40 A

NORTH

SEWER RETICULATION LAYOUT PLAN

TO STAGE 1 SEWERPUMP STATION

ROAD

No.3

ROAD

No.2

ROAD No.4

ROAD

No.5

ROAD No.1

ROAD No.7

ROAD No.7

ROAD No.6ROAD No.6

25000

25001

25004

25003

25005

50004

50005

50003

25002

25006

25008

25007

25009

FUTURE Ï375 TRUNKWATERMAIN EXTENSION

Ï150

Ï375

Ï150

Ï150

Ï150

Ï150

Ï150

Ï150

Ï150

STAGE BOUNDARY

EXISTING Ï375 TRUNK WATER MAIN

STAGE 1 WATER MAIN

PROPOSED WATER MAIN

PROPOSED PROPERTY CONNECTION

PROPOSED SERVICE CONDUIT

LEGEND








Date


DECEMBER, 2014

FOR APPROVAL

0 4020

SCALE 1:1000

60 80 100m

@A1

721743-033-CI-SK50 A

NORTH

WATER RETICULATION LAYOUT PLAN


APPENDIX C TRANSPORT NETWORK TECHNICAL MEMORANDUM

721743 Flagstone East Transport Network Technical Memorandum.docx Page 1

Technical Memorandum

Cardno has been commissioned by PEET Flagstone Pty Ltd (PEET) to provide documentation in support of the Reconfiguration of a Lot (ROL) development application for proposed commercial lots at the Flagstone East town centre. Cardno has previously assisted PEET through the development of the Flagstone City Traffic Planning Assessment, including the Access and Movement Strategy which set down the high level transport requirements for the development. The Flagstone City Context Area 1 – Sustainable and Active Transport Assessment sets out the transport network provisions for Context Area 1.

The technical memorandum has been development based upon the previous work undertaken by Cardno, and outlines the transport network required in the Flagstone East town centre to support the proposed development. As a result, the following transport elements are covered within the technical memorandum:

> Road network - Internal road hierarchy - Internal road network traffic volumes - Lot access arrangements - Road cross sections - Intersection types

> Active transport network - Dedicated cycling facilities - Path network

> Public transport network - Bus routes - Bus stop infrastructure.

Title Flagstone Town Centre Flagstone East Transport Network Statement

Client PEET Flagstone Pty Ltd Project No 721743

Date 5 December 2014 Status Final

Author Daniel Quan Discipline Traffic and Transport

Reviewer Justin Jahnke / Brett McClurg Office Brisbane

Flagstone Town Centre Flagstone East Transport Network Statement

721743 Cardno 5 December 2014 Prepared for PEET Flagstone Pty Ltd Page 2

Road Network

Internal Road Hierarchy

Figure 1 illustrates the internal road hierarchy required to support development in Flagstone East. The road hierarchy is consistent with planning for the broader area.

Homestead Drive is identified as an arterial route providing east-west connections between Flagstone (and the town centre) and external areas to the east and west.

Road 1 connect Parkside Drive/New Beith Road and Homestead Drive. Road 6 connects Homestead Drive and the section of Flagstone East south of Homestead Drive. Both Road 1 and Road 6 are identified as major collector routes. Vehicular connection across Homestead Drive along the collector route is not currently planned for, with a central median restricting access

The remaining roads have been identified as minor collector and access streets – which provide local access functions to adjacent lots.

Figure 1 Internal Road Hierarchy

Internal Road Network Traffic Volumes Table 1 below outlines the estimated road network traffic volumes as extracted from the Paramics model. Appendix A includes a copy of the modelled volumes. The estimated daily volumes have been derived by adding the AM and PM peak volumes and multiplying that by five. This is consistent with the industry standard for estimating daily volumes.

Table 1 Internal Road Network Traffic Volumes Road / Link AM Peak (vpd) PM Peak (vpd) Estimated Daily (vpd)

Homestead Drive 2460 - 2750 3560 – 3950 30,110 – 33,080

Road 1 290 - 400 430 – 590 3,600 – 4,960

Road 2 50 – 60 50 470 – 580

Road 3 70 170 1,190

Road 4 50 50 490

Road 5 Not included in model

Road 6 130 290 2,090

Road 7 260 670 4,640 – 4,670

Wild Mint Drive / New Beith Road 90 - 330 110 - 550 1,010 – 4,440

It is clear from the above volumes that Homestead Drive requires four travel lanes, and all other roads require two travel lanes.



Lot Access Arrangements Figure 2 illustrates indicative lot access points within Flagstone East. Lot access has been provided onto access roads/and collector streets for the majority of lane uses.

One left-in access to the fast food and service station on the northern side of Homestead Drive is proposed and has been modelled in Paramics. Homestead Drive is an arterial road and whilst property access on such a road type should be minimised, for the combined service station/fast food use proposed the left-in access is appropriate. The design, including an auxiliary turning lane addresses the appropriate traffic engineering requirement.

South of Homestead Drive, the Paramics modelling has considered a cross-block link between Roads 6 and 7 which could be used for multiple lot access.

Road Cross Sections The cross sections to be adopted are shown in Figure 3, with detailed cross sections included in Appendix B. Homestead Drive is planned to be a 41m four-lane median-divided arterial road. It will also include a turn lane/bus stop area in the shoulder, two-way separated cycleway on the northern verge and 1.5m footpaths on both sides of the road. Localised widening of the footpaths adjacent to active uses is also planned.

Road 1 is planned to have two cross section types, with the differences being the walking and cycling provision in the verges. Both cross sections have a 29m road reserve, and include a two-lane median-divided carriageway, with parking lanes on both sides of the road. The section between Homestead Drive and Road 2 is planned to have a two-way separated cycleway on the western verge and 1.5m footpaths on both sides of the road. The section between Road 2 and New Beith Road is planned to have a 3.0m shared path on the western verge and a 1.5m footpath on the eastern verge.

Roads 2, 3 and 6 are planned to have a 20.6m wide road reserve, and include a two-lane undivided carriageway with parking lanes on both sides of the road. The verges are planned to generally have 1.5m footpaths on both sides of the road. However localised widening is noted and discussed in the Active Transport Network section of this technical memorandum.

Roads 4 and 7 are planned to have a 16.5m wide road reserve, and include a two-lane undivided carriageway, with informal car parking provided within the carriageway. The verges are planned to generally have 1.5m footpaths on both sides of the

Figure 2 Lot Access Arrangements

Figure 3 Road Cross Sections



road.

Road 5 is planned to have a 6.5m wide road reserve and is provided as a laneway which is suitable for low level traffic use and shared use by pedestrians, cyclists and traffic.

Intersection Types The key intersection control types are identified on Figure 4. These have been modelled in Paramics. Intersection types have been developmed for capacity (to accommodate volumes) and accessibility (to permit movement of pedestrians and/or vehicles).

Signals are provided to facilitate pedestrian and cycling crossings at key intersections including Homestead Drive/Road 1/Road 6 and Road 1/Road 2 (which is the pedestrian priority zone). These two intersections represent key pedestrian and cyclist desire lanes crossing points.

A roundabout is provided at the intersection of Homestead Drive and Wild Mint Drive. Considering that the roundabout is proposed to be two-lanes, appropriate crossing treatments for pedestrians and cyclists at the roundabout are important to ensure connectivity and safety.

A roundabout is also provided at the Road 1/New Beith Road intersection.

The Department of Transport and Main Roads Separated Cycleways Guideline (January 2014), provides examples of pedestrian and cycling treatments when separated cycleways are planned. Appendix C includes concept designs for signalised and roundabouts.

Appendix D includes an output from the Paramics modelling which shows the forms of the remaining intersections.

Figure 4 Intersection Types



Active Transport Network

Dedicated Cycling Facilities Previous planning undertaken by Cardno identified Homestead Drive as a principal and commuter route, while the north-south collector (Road 1) was identified as a commuter route. Figure 5 illustrates the roads which are proposed to include dedicated cycling facilities.

A two way separated cycle track along Homestead Drive is planned to be provided on the northern side of the road – which provides improved access to the existing school east of the study area and the potential future railway station. In addition, limited direct lot access off this road ensures improved safety for cyclists along the route.

The cycling track along the north-south collector is proposed to be located on the western side of the road (north of Homestead Drive). This will provide the potential for future connections to the railway station (shown in dashed green line).

Path Network All roads, with the exception of the 6.5m urban laneway have footpaths and/or shared path provision as shown in Figure 6.

Homestead Drive (east of Road 1) has 1.5m wide footpaths on both sides of the road, with localised footpath widening adjacent to active frontages. West of Road 1, a 1.5m footpath is provided on the northern verge. Footpath provision on the southern verge may be required as part of the development of the lot to the south.

Road 1 (north of Road 2) has a 3.0m shared path on the western verge and a 1.5m footpath on the eastern verge. The shared path is planned to cater for less confident cyclists with connections to the separated cycle track to the south.

Roads 1 (south of Road 2), 3, 4 and 6 have 1.5m footpaths on both sides of the road.

Road 2 is planned to have a hard surface suitable for pedestrians between the kerb and boundary line. This is provided to enhance the active frontages and reinforce the pedestrian priority zone between Flagstone East and the potential rail station.

Road 5 is an access laneway which, considering its low-speed, low-vehicle environment, is suitable for pedestrians and cyclists mixed with traffic.

Road 7 is planned to have a 1.5m footpath on the northern verge which is appropriate considering that the southern verge faces onto the rear of existing residential areas.

Figure 5 Dedicated Cycling Facilities

Figure 6 Path Network



Shared paths are planned to be provided along the western verge of Wild Mint Drive and New Beith Road to complement the existing 1.5m footpath on the eastern verge.

Two signalised intersections are proposed which allow for pedestrians and cyclists to safely cross the major roads. Consideration of adequate provision for cyclists at roundabouts is also important, with concept plans included as Appendix C.

Public Transport Network Bus Routes and Stops Homestead Drive has been identified as regional and intra-urban bus route and provides high quality UrbanLink services to Yarrabilba as per the Connecting SEQ 2031 document.

Ultimately bus stops are planned to be placed on the departure side of the Homestead Drive/Road 1/Road 6 intersection (see Figure 7).

In the interim, while Homestead Drive is a two-lane road, the westbound stop could be placed on arrival side of intersection. Ultimately the bus stop should be relocated to the departure side – when four-laning of the road is undertaken or construction commences on the area west of the north-south collector road (Road 1/Road 6).

Figure 7 Bus Routes and Stops

Summary In summary, the transport network proposed for the Flagstone East precinct appropriately accommodates the needs of pedestrian, cyclist, public transport and vehicles. The proposed street cross sections and access locations area suitable arrangement for the development needs whilst recognising the traffic and transport hierarchy and safety.



Flagstone Town Centre

APPENDIX A PARAMICS MODEL VOLUMES




APPENDIX B CROSS SECTIONS

20.6m COLLECTOR ROAD - ROADS 2, 3 AND 616.5m ACCESS STREET - ROADS 4 AND 7

ARTERIAL ROAD (4 LANES) - HOMESTEAD DRIVE (STAGE 1)

6.5m ACCESS LANEWAY - ROAD 5

COLLECTOR ROAD (2 LANES) - ROAD 1 WITH SHARED PATHCOLLECTOR ROAD (2 LANES) - ROAD 1 WITH CYCLE PATH

LV100mm LVCONDUITS

RP B

DY

LV

100mm ENERGEXCOMMUNICATIONCONDUIT

125mm HVCONDUITS

GAS

CORR

IDOR

WAT

ER C

ORRI

DOR

/ SEW

ER

TYPICAL SECTION4.5m VERGESERVICE ALLOCATION DETAILS1:50 (A1) 1:100 (A3)

COMM

SCO

RRID

OR

LV CC

STRE

ET T

REE

SUPPLYCORRIDOR








Date


DECEMBER, 2014

FOR APPROVAL721743-033-CI-SK22 B

0 1 2

SCALE 1:100

4 6 8 10m

@A1

ROAD TYPICAL CROSS SECTIONS




APPENDIX C SEPARATED CYCLEWAYS GUIDELINE INTERSECTION CONCEPTS



Signalised four way intersection with one-way and two-way cycle track



One-way cycle track at single lane roundabout at collector roads




APPENDIX D PARAMICS MODELLING INTERSECTION FORMS


APPENDIX D WATER SUPPLY & SEWERAGE ANALYSIS

Template for Development Applications (DAs) Water Supply & Sewerage Analysis

Template for Development Applications (DAs)

Water Supply & Sewerage Analysis 7217-43a

Prepared for Peet Flagstone Pty Ltd December 2014


Water Supply & Sewerage Analysis 7217-43a


Peet Flagstone Pty Ltd Version 1 December 2014 7217-43a Commercial in Confidence 1

Contact Information Cardno (Qld) Pty Ltd ABN 57 051 074 992 Level 11, North Tower 515 St Paul’s Tce Fortitude Valley QLD 4006 Telephone: 3369 9822 Facsimile: 3369 9722 International: +61 7 3369 9822 [email protected] www.cardno.com.au

Document Information Prepared for Peet Flagstone Pty Ltd Project Name Water Supply & Sewerage

Analysis File Reference M:\000

Administration\Templates\Technical Report Portrait A4 Word Template_WSS_Sept 2013.dotm

Job Reference 7217-43a Date December 2014

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© Cardno 2014. Copyright in the whole and every part of this document belongs to Cardno and may not be used, sold, transferred, copied or reproduced in whole or in part in any manner or form or in or on any media to any person other than by agreement with Cardno.

This document is produced by Cardno solely for the benefit and use by the client in accordance with the terms of the engagement. Cardno does not and shall not assume any responsibility or liability whatsoever to any third party arising out of any use or reliance by any third party on the content of this document.



Table of Contents 1 Introduction 4

2 Background 5

3 Design Criteria 6 3.1 Water Supply 6

3.1.1 Water Supply Demand and Peaking Factors 6 3.1.2 Fire Fighting 6 3.1.3 Residual Pressures 6 3.1.4 Pipeline Design 6

3.2 Sewerage 7 4 Development Population and Flows 8

4.1 Population 8 4.2 Demand and Flow Projection 8

4.2.1 Water Supply 8 4.2.2 Sewerage Flows 9

5 Water Supply Network Analysis 10 5.1 Existing Infrastructure 10 5.2 Internal Mains 10 5.3 Reservoir Analysis 10

6 Sewerage Network Analysis 11 6.1 RIGS Sewer Systems 11 6.2 Sewerage Infrastructure Development 11

6.2.1 Conveyance to Flagstone Sewage Treatment Plant 11 6.2.2 Stage 7 Trunk Gravity Mains 12

7 Conclusions 13 7.1 Water Supply 13 7.2 Sewerage 13

8 Recommendations 14

Appendices Appendix A Development Layout Plans



Tables Table 3-1 Water Supply Peaking Factors 6 Table 3-2 Friction Coefficients 6 Table 3-3 Sewerage Desired Standards of Service 7 Table 4-1 Adopted Population Densities 8 Table 4-2 Flagstone East Commercial Projected Population 8 Table 4-3 Water Supply Demand for Flagstone East Development 9 Table 4-4 Estimated Total Sewerage Flows for Flagstone East Development 9 Table 5-1 Flagstone City Reservoir Storage Requirements 10



1 Introduction

Cardno was commissioned to undertake a water supply and sewerage analysis in support of the ROL application at Flagstone East (Stage 7) – Town Centre for Peet Flagstone Pty Ltd. The proposed development will consist of the following commercial / residential amenities:

Lots 10,000 – 10,002; Supermarket + Sales Centre

Lots 10,003 – 10,006; Fast Food, Service Station, Medical Centre

Lots 10,007 – 10,008; Commercial/ Retail OR residential

Lot 10,009; Multi Dwelling site

Bal 10,032; Institutional Use (Hospital/University)

Bal 10,034 – 10,035; Service Industry/ Commercial

The development site is shown in Figure 1 – Precinct 1 Town Centre – ROL Town Centre East in Appendix A.

The plan and details of the development amenities was issued by RPS Consultants (1-Dec-14).



2 Background

PEET Flagstone Pty Ltd is proposing to submit a Reconfiguration of a Lot (ROL) Development Application at the Flagstone East Town Centre based on the RPS Stage 1 subdivision plan dated June 2014. To support this application the following sections of this report will confirm the status of the existing water supply and sewerage infrastructure within the vicinity of the development and determine the internal reticulation requirements to service the proposed ROL development site. The proposed development is due to be completed by December 2016.



3 Design Criteria

The following water supply and sewerage Desired Standards of Service (DSS) from Logan City Council (LCC) apply to the proposed development.

3.1 Water Supply The following water supply Desired Standards of Service (DSS) which apply to the proposed development, were obtained from the ‘SEQ Water Supply and Sewerage Design & Construction Code’ (SEQ WS&S D&C Code).

The complete LCC DSS can be found in Appendix A.

3.1.1 Water Supply Demand and Peaking Factors

Average Day Consumption (AD) = 260 L/EP/D (230 L/EP/d + 30L/EP/d NRW)

Table 3-1 Water Supply Peaking Factors Peaking Factors

Demand Scenario Peaking Factor

MD:AD – Low/Med. Density Residential 2.05

MD:AD – Commercial/Industrial 1.3

MH:AD – Low/Med. Density Residential 4.1

MH:AD – Commercial/Industrial 2.6

3.1.2 Fire Fighting

Residential Fire Flow Demand = 15 L/s for 2 hours

Commercial/Industrial Fire Flow Demand = 30 L/s for 4 hours

Minimum System Pressure = 12m at property boundary

Background demand = 2/3 MH Residential or

1 Non-Residential MH (10am-4pm) for Comm./Ind.

3.1.3 Residual Pressures

Minimum operating pressure at MH 22 m at property boundary based on reservoir at minimum operating level (MOL).

Maximum operating pressure = 80 m at boundary based on reservoir at TWL.

3.1.4 Pipeline Design

Maximum velocity = 2.5 m/s

Table 3-2 Friction Coefficients Hazen Williams Coefficients

Pipe Diameter (mm) Adopted Hazen Williams Friction Coefficient “C”

<=150 100

>150-300 110



3.2 Sewerage The adopted DSS for sewerage is detailed below:

Table 3-3 Sewerage Desired Standards of Service Item Detail

Average Dry Weather Flow (ADWF)

200 L/EP/d

Peak Wet Weather Flow (PWWF)

1300 L/EP/d Reduced Infiltration Gravity Sewers (RIGS) 1000L/EP/d

Gravity Main Design Criteria Minimum velocity @ PDWF 0.35 m/s

Maximum velocity @ PWWF 3 m/s

Depth of flow @ PWWF — 0.75% of pipe diameter

Rising Main Design Criteria Minimum velocity @ 0.9 m/s 1.5m/s preferred

Maximum velocity @ PWWF 2.5 m/s

Detention time 6 hours in pressure main and SPS wet well [2hours in wet well and 4 hours in rising main];

Pump Capacity Total PS Capacity: 1000L/EP/d



4 Development Population and Flows

Logan Water adopts Equivalent Population (EP) as the basis for water supply and sewerage infrastructure planning. The water supply and sewerage loading in equivalent persons (EPs) associated with the proposed development were calculated using the Draft Stage 7 Proposal Plan received from RPS. The site plans are provided in Appendix A.

4.1 Population

The estimated water supply and sewerage demand in EPs for the development are shown in Table 4-1. Appendix B (Logan Planning Scheme Development Density by Locality) shows the details of how the EP’s were determined.

Table 4-1 Adopted Population Densities Development Type Units / GFA of

Development Water Supply Occupancy Rate

Sewerage Occupancy Rate

Reference

Detached Dwelling EP/Dwelling 2.8 2.8 SEQ WS&S D&C Code

Commercial Including; Supermarket, Sales Centre, Service Station Retail, Multi Dwelling site, Institutional Use, Service Industry

EP/ha 30 50 SEQ WS&S D&C Code

Commercial Including; Medical Centre, Fast Food

EP/ha 50 80 SEQ WS&S D&C Code

Based on the projected lot yields an EP has been developed for Stage 1 and is detailed in Table 4-2 below.

Table 4-2 Flagstone East Commercial Projected Population Stage Description Water Supply EP Sewerage EP

7 Residential 62 62

7 Commercial 513 852

Total 575 914

4.2 Demand and Flow Projection

4.2.1 Water Supply

The water supply demands and flows for Stage 7 Flagstone East Commercial are based on the adopted design criteria outlined in Section 3 and population projections.

A summary of the projected water supply demands and flows for the proposed development is shown in 0 below. A full breakdown of the estimated flows is provided in Appendix B.



Table 4-3 Water Supply Demand for Flagstone East Development

Stage EP

Average Day Mean Day Maximum Month (L/s) Maximum Day Maximum

Hour

(ML/d) (L/s) (ML/d) (L/s) 20

Hours (L/s)

(ML/d) (L/s) (L/s)

7 575 0.14 1.7 0.17 2.1 2.5 0.2 2.2 4.8

4.2.2 Sewerage Flows

Based on the design criteria outlined in Section 3 Table 4-4 below shows a summary of the projected sewerage flows for the proposed development. A full breakdown of the estimated flows is provided in Appendix B.

Table 4-4 Estimated Total Sewerage Flows for Flagstone East Development

Stage EP Average Dry Weather Flow (L/s)

Peak Wet Weather Flow (L/s)

7 914 2.1 10.6



5 Water Supply Network Analysis

This section details the existing and proposed water supply infrastructure required to service the development while maintaining LCC’s Desired Standards of Service.

This report considered the following reports, which have been approved by LCC:

Cardno, 2014, Flagstone City - Water Supply and Sewerage Master Plan.

Peet, 2014 Water Supply and Sewer Networks Infrastructure Master Plan (IMP).

In addition the network was modelled utilising a hydraulic model supplied by the Logan Water Alliance (LWA). This was prepared for the purposes of undertaking the PIP2 analysis and has undergone subsequent updates based on the planning undertaken for the Round Mountain reservoir. In preparing the Flagstone City Water Supply Master Plan updates to the supplied model have included:

Use of the developed Flagstone City EPs in lieu of the Logan South PIP projections;

Rationalisation of sizing of proposed infrastructure;

Timing and sequencing of infrastructure; and

Adjusting the alignment of proposed mains to suit the proposed layout of Flagstone City.

In addition, Cardno understand LCC are currently reviewing their water supply network master planning. Any changes to current approved strategies will need to be assessed, to ensure consistency.

5.1 Existing Infrastructure The proposed development area will be serviced from the Round Mountain reservoir in Logan South. The 375mm diameter supply main from Round Mountain reservoir to the existing Flagstone area runs along the eastern border of the Flagstone East development. Current planning has a 375mm diameter main connecting to the existing 375mm diameter trunk main running east-west through the proposed development for future development to the west of the site. This future 375mm diameter trunk main has been incorporated into the planning for Flagstone East. The connection of the existing and proposed 375mm diameter mains is the single connection point proposed for the development.

5.2 Internal Mains To maintain sufficient Maximum Hour (MH) and Fire Fighting (FF) pressures a network of reticulations mains, of at least 150mm diameter is required to service Flagstone East Commercial development.

Analysis of the 2016 planning horizon showed no issues for either MH or FF flows, with the lowest pressures in the development at around 30m pressure. Analysis of the 2031 planning horizon showed the 375mm diameter trunk main running through the centre of the development was now leading to lower pressure in the development. Analysis showed the pressures across the development were reduced but still maintained Councils DSS requirements.

5.3 Reservoir Analysis Current planning allows for the duplication of the existing 20ML Round Mountain reservoir with a 7ML reservoir, post 2031, to service future growth within the service area. Analysis has indicated Stage 7 the Flagstone East Commercial development would require 1.0ML of storage. There is no further reservoir augmentations required beyond the previously planned.

Table 5-1 Flagstone City Reservoir Storage Requirements

Stage Storage Required (ML) Emergency Storage (ML) TOTAL VOLUME (ML)

1 0.2 0.5 0.7



6 Sewerage Network Analysis

This section details the sewerage servicing strategy and infrastructure required to support Stage 7, of the Flagstone City development. It demonstrates feasibility of sewerage services and proposes solutions to enable development progression.

Analysis undertaken as part of this planning has endeavoured to protect and enhance the service to existing customers and maintain Logan City Council Desired Standards of Service (DSS) to all future planned development.

This assessment draws upon the findings of the water & sewer master planning previously undertaken to support Context Planning development application. The following endorsed report provides reference for this current study:

Cardno, 2014, Flagstone City - Water Supply and Sewerage Master Plan

Peet, 2014 Water Supply and Sewer Networks Infrastructure Master Plan (IMP)

Master planning identified all key infrastructure provisions and associated triggers for development.

The master planning report should be consulted for a more comprehensive understanding of the infrastructure provisions.

6.1 RIGS Sewer Systems Historically, Reduced Infiltration Gravity Sewer (RIGS) have been implemented in the Flagstone catchment. Accordingly, RIGS is recommended for implementation at the subject site. This report has adopted RIGS specific DSS provisions.

The RIGS system represents a reduction in peak flow from 1300L/EP/d to 1000L/EP/d. In the context of the current development, RIGS does not materially impact the proposed sizes of reticulation or trunk network. However, implementation of the RIGS system will enable deferral of future trunk network augmentations.

6.2 Sewerage Infrastructure Development Reticulation to support the subject development has been identified in Figure 2, Appendix A. A minimum 150mm diameter has been adopted in accordance with DSS.

Current planning has the proposed development site serviced from two separate pump stations, one to the north and one to the south. The northern pump station (FLPPS5) is due to be constructed before the southern pump station (FL-C2). Pump station FLPPS5 will be triggered with the first stage of Flagstone City development. As this development (Stage7) is due to be completed by December 2016, before FL-C2 will be constructed, an interim pump station to convey flow from the southern portion of the development to FLPPS5 has been proposed. Ultimately, the proposed rising main will connect to FL-C2.

The following sections have regard to the outcomes of the aforementioned past water supply & sewerage master planning (Cardno, 2014) and outline the works required to support the subject development.

6.2.1 Conveyance to Flagstone Sewage Treatment Plant

The endorsed strategy involves the conveyance of flows from Stage 7 to the existing Flagstone Sewage Treatment Plant (STP). This strategy is generally consistent with the preferred strategy outlined in the endorsed reports. The ultimate treatment capacity is understood to be provided by a regional treatment solution with interim support from local treatment solutions.

Additional capacity requirements at Flagstone STP will be triggered with the first stage of the Flagstone City development.

Previous planning has shown Flagstone STP can be upgraded to meet the initial Stage 7 sewer demands. Further staged upgrades to the treatment plant would be subject to finalising the medium term and ultimate servicing strategies for the Flagstone area. Currently a conventional gravity reticulated network has been



proposed. This too is subject to change should an alternative low pressure solution be adopted. Road reserves and general subdivision layout can accommodate either conventional or alternative low pressure systems. These strategies are consistent with the endorsed Water Supply and Sewer Networks Infrastructure Master Plan (IMP).

Flagstone STP irrigation area may require relocation as the development begins to displace the existing facility. If necessary, irrigation facilities can be relocated to lands controlled by Peet Flagstone City Pty Ltd.

Ultimately, should a conventional gravity solution be adopted, it is expected that pump station FLPPS5 shall be diverted to the proposed regional treatment solution.

6.2.2 Stage 7 Trunk Gravity Mains

Several trunk mains have been identified to support Stage 7, refer Figure 2, Appendix A. These mains also provide support for future upstream development areas of the Flagstone catchment should a conventional gravity solution be adopted.



7 Conclusions

Based on the work undertaken for this detailed network assessment, a number of conclusions have been made:

The Flagstone City development represents a proposed master planned community totalling over 1,500 hectares. Comprising a portion of the Greater Flagstone development area located within the Logan City Council boundaries. All proposed development is within the gazetted Greater Flagstone Urban Development Area (UDA), administered by the Urban Land Development Authority (ULDA).

Stage 7 has a projected water supply and sewerage population of 575 and 914 Equivalent Persons (EP) respectively.

The water supply and sewerage planning undertaken by the LWA was adopted as the basis for this study. Where necessary the identified infrastructure including sizes and alignments have been updated based on the proposed layout of Flagstone City stage 7. All works described are consistent with the endorsed Peet, 2014 Water Supply and Sewer Networks Infrastructure Master Plan (IMP) and servicing strategies for the Flagstone development.

Cardno understand the LCC are currently reviewing their water supply network master planning. Any changes to current endorsed strategies will need to be assessed, to ensure consistency.

The use of alternative water and sewer strategies has the support of Economic Development Queensland (EDQ) and Department of Energy and Water Supply (DEWS) which may include to use of alternative water and sewerage networks.

7.1 Water Supply Flagstone Stage 7will be serviced by the Round Mountain Reservoir ;

To service Stage 7 a connection to the 375mm diameter trunk main is required. A LCC proposed 375mm diameter trunk main that runs through the middle of the proposed development was adopted as the primary supply main for the development. Smaller reticulation services will be required from this trunk main to provide service to the development.

7.2 Sewerage Infrastructure provisions identified in this study are generally consistent with the Logan City Council DSS

for conventional gravity reticulation and ensure adequate sewerage service to existing and proposed populations

Flow from the development will be conveyed to the existing Flagstone STP.

Alternative sewerage network systems can be accommodated in the proposed service corridors without alteration to the lot boundaries.

An interim pump station was proposed to convey flows into a northern pump station, until a larger, LCC pump station is constructed.



8 Recommendations

Based on the work undertaken for this planning report, Cardno recommends:

The identified servicing strategy for water supply and the associated trunk network infrastructure being consistent with council planning be adopted for Stage 7 of the Flagstone City.

Pursue this proposed sewerage service strategy for Stage 7.

Confirmation of the projected loads and associated infrastructure sizing, be undertaken once a preferred strategy is approved.



Water Supply & Sewerage Analysis

APPENDIX A DEVELOPMENT LAYOUT PLANS

Figure A-1 Water Supply Figure A-2 Sewerage

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