RVA AUSTRALIA PTY LTD

Prepared by:

Lyle Marshall & Partners Pty Ltd

Consulting Engineers,

Transportation and Environmental Planners

Suite 31, 401 Pacific Highway

ARTARMON NSW 2064

Phone: (02)

Fax: (02)

Job No.: 8213

Report No.: 30A/15 JANUARY, 2016

REPORT ON

UPGRADING SHARED ACCESS TO

PUBLIC ROAD STANDARD AND DESIGN OF

INTERNAL ACCESS ROAD TO PROPOSED

RECREATION CAMP FOR ECO-TOURISM

AT LOT 3, D.P. 213924

60 – 70 BOURNEMOUTH STREET,

BUNDEENA, NSW

CONTENTS

1.0 INTRODUCTION

1.1 Purpose of Report

2.0 REFERENCES

2.1 Planning for Bush Fire Protection NSW Rural Fire Service 2006.

2.2 AS 2890.2 Parking Facilities Part 2 : Off-Street Commercial Vehicle

Facilities.

2.3 AS/NZS 2890.1 Parking Facilities Part 1: Off-Street Car Parking.

2.4 Handbook – Structural Fire Safety Policies Ramp Transitions and

Axle Loads.

2.5 Unsealed Roads Manual Guidelines to Good Practice ARRB Group

2009 Sections 3 and 4.

2.6 Vegetation Trimming for Shared Access Swept Path from

Beachcomber Avenue. McLaren Traffic Engineering Job 2015/445.

2.7 Site Plan Ref. P13 Lot 3 in D.P. 213924, 60-70 Bournemouth Street

Bundeena showing Proposed 6 Dwelling Eco-Tourist Facility by RPS

Group.

2.8 Contour Plan with 0.5 metre Contour Interval at 1:200 prepared by

RPS Group.

2.9 Landcom Managing Urban Stormwater 2004.

2.10 Sutherland Shire Council LEP 2006 Clause 36

2.11 Bureau of Meteorology. Intensity-Frequency-Duration, Bundeena.

2.12 Sutherland Shire Council Stormwater Management 2009

2.13 Sutherland Shire Council Chapter 8 Ecological Sustainable

Development SS DCP 2006.

2.14 Sutherland Shire DCP 2015 Chapter 37. Stormwater and

Groundwater Management.

3.0 WORK REQUIRED TO UPGRADE THE SHARED ACCESS TO PUBLIC ROAD

STANDARD

3.1 Design Standards

3.2 Site Inspections

3.3 Trimming of Vegetation

3.4 Existing Pavement Condition

4.0 DESIGN OF INTERNAL ACCESS ROAD TO PROPOSED RECREATION

CAMP FOR ECO-TOURISM

4.1 Constraints

4.2 Road Performance

4.3 Geometric Alignment

4.4 Pavement Design

4.5 Cross Section Elements

4.6 Compaction and Testing

4.7 Geometric Design of Turning Head

5.0 STORMWATER DRAINAGE

5.1 Rainwater Harvesting

5.2 Infiltration System Controls

5.3 On-Site Detention

5.4 Erosion Protection

APPENDICES

A Rainfall Intensity/Frequency/Duration data for Bundeena

Report on Upgrading

Shared Access to Public Road Standard &

Design of Access Road at Lot 3 DP213924

60-70 Bournemouth Street Bundeena NSW.

Lyle Marshall & Partners Pty Ltd 3 Rpt No.: 30A/15

1.0 INTRODUCTION

1.1 Purpose of Report 2

This engineering report has been prepared for the Development Application to be submitted to Sutherland Shire Council by RVA Australia Pty Ltd for the proposed recreation camp for eco-tourism at 60-70 Bournemouth Street, Bundeena.

At the time of writing this report JK Geotechnics have been commissioned to carry out the geotechnical investigations for the final pavement thickness design and field permeability tests. This information is to be provided for the

Construction Certificate.

2.0 REFERENCES

The relevant references are listed in the Contents.

3.0 WORKS REQUIRED TO UPGRADE THE SHARED ACCESS TO PUBLIC

ROAD STANDARD

3.1 Design Standards

The required road widths for 2-way public roads that are not perimeter roads are:-

On straight – 6.5 metres.

On 40m radius curve – 8 metres.

The minimum carriageway width is 4 metres.

Public roads are required to be two wheel drive all-weather roads. The capacity

of the road surface for areas where there is no reticulated water service is 9

tonnes per axle. The Category 1 Tanker (Ref 2.4) has a wheelbase of 3.8 to 5.5

metres, front axle load of 6.0 tonnes and a rear axle load of 9.0 tonnes.

The vertical alignment can have a maximum gradient of 26.79% (15 degrees) for

a sealed road and 17.64% (10 degrees) for an unsealed road. The minimum

vertical clearance to overhanging obstructions including tree branches is 4

metres.

The minimum trafficable width for 2-way access is 6 metres on straights and 8.0

metres on a 40 metre radius curve.

The maximum crossfall is 17.64% (10 degrees) on a sealed road surface. The

longitudinal and sideways friction coefficients (Ref. 2.5) on unsealed roads are about half those for sealed roads.

Report on Upgrading

Shared Access to Public Road Standard &

Design of Access Road at Lot 3 DP213924

60-70 Bournemouth Street Bundeena NSW.

Lyle Marshall & Partners Pty Ltd 4 Rpt No.: 30A/15

(3.1 continued)

Access to a development comprising more than 3 dwellings is required to be a

dedicated public road (Ref 2.1).

3.2 Site Inspections

I inspected the length of the shared access track from Beachcomber Avenue to the Eco-Tourism site on 10/9/15 and 22/9/15, made measurements of the sealed carriageway and shoulder widths and noted locations where pavement repairs are required.

The pavement is sealed to widths varying from a minimum of 4 metres to a

maximum of 4.9 metres on the second bend. My observations are noted on

Photographs 1 to 17 taken on 10/9/15 and Photographs 18 to 24 taken on 22/9/15.

3.3 Trimming of Vegetation

Some trimming of overhanging branches and bushes is required to obtain the

required 6 or 6.5 metre width for 2-way operation on straights and up to 8

metres on the 40 metre radius curve from Ch. 225 to Ch. 285.

A plan of the entire length of the shared access track has been prepared by

McLaren Traffic Engineering (Ref 2.6) and the extent and nature of the trimming

required is noted at all locations by Chainage reference. The widths noted by R are the cleared widths required for 2-way traffic operation.

3.4 Existing Pavement Condition

In my opinion, the road pavement has the structural capacity to carry the

occasional 9.0 tonne axle load of the loaded Rural Fire and Rescue Service

tanker. In at least 3 locations localised pavement failure has occurred resulting in potholes and stripping of seal near edges. It is recommended that these

areas be boxed out to a depth of 120mm, filled with roadbase DGB20 and

compacted and resurfaced with 30mm of cold mix asphalt AC 10. “It is recommended that the pot holes be repaired by NPWS as soon as possible regardless of the current proposal as they pose a risk of injury to the current pedestrian visitors to the Royal National Park. It is understood that many of these visitors miss the turn off to the Coast Track and walk all the way to the clearing at the end of the sealed track before realising their mistake and returning to the turn off.” The sealed pavement has a number of surface irregularities due to normal „wear and tear‟ but is adequate for the very low traffic volumes that are proposed

in the order of 6 to 8 light vehicle movements per day by the Toyota Hi-Ace commuter bus. Tourists staying at the proposed recreation camp for Eco-tourism will not drive on the shared access.

Report on Upgrading

Shared Access to Public Road Standard &

Design of Access Road at Lot 3 DP213924

60-70 Bournemouth Street Bundeena NSW.

Lyle Marshall & Partners Pty Ltd 5 Rpt No.: 30A/15

(3.4 continued) The shoulders are firm and capable of carrying a light vehicle when 2-way traffic may be required in a fire emergency. The cleared and grassed area at the end of the shared access track is used as a Helipad for fire fighting and construction

and maintenance works in the RNP. The clearing is also used by the Rural Fire

and Rescue Service and State Emergency Service (SES) and for training

purposes. RFRS Category One Tankers cross the cleared and grassed area which has a sound and even bearing surface. The cleared and grassed area to

Chainage – 3.385 is therefore deemed adequate for the continued use by Category One Tankers and loaded Toyota Hi-Ace vans.

Report on Upgrading

Shared Access to Public Road Standard &

Design of Access Road at Lot 3 DP213924

60-70 Bournemouth Street Bundeena NSW.

Lyle Marshall & Partners Pty Ltd 6 Rpt No.: 30A/15

4.0 DESIGN OF ACCESS ROAD TO PROPOSED RECREATION CAMP FOR

ECO-TOURISM

4.1 Constraints

There is to be no cut on NPWS land and Sussex Street. Clear existing weeds and grass only prior to placing pavement and selected fill.

4.2 Road Performance

Public roads are to be two-wheel drive all-weather roads and may be unsealed.

A minimum carriageway width of 4 metres is required and the road formation

including shoulders must be 6 metres wide on straight sections for 2-way traffic operation.

Provision is required for a Category 1 tanker to execute a 180 degree turn to exit in a forward manoeuvre.

A minimum vertical clearance of 4 metres is required to overhanging obstructions including tree branches.

4.3 Geometric Alignment

The access road to the refuge from the end of the cleared and grassed shared

access is straight. The maximum gradient for an unsealed road is 17.64% (10

degrees – (Ref. 2.1). A maximum gradient of 16.229% over 19.385 metres has been used in the road design.

The longitudinal friction coefficient for an unsealed road is about 0.12 for trucks

and is approximately half that of a sealed road. (Ref 2.5).

The crossfall on straights should not exceed 5.24% (3 degrees Ref 2.1). The

cross fall adopted for the design of the access road is 4%.

The pavement width adopted in the design is 6-5 metres. The formation

includes 0.5m wide gravel shoulders and a 1 in 4 batter to a table drain or retaining wall..

A maximum batter slope of 1 in 4 has been adopted in fill. A cut batter slope of 1

in 2 has been adopted for the road design.

Longitudinal scouring is likely to occur because of the steep gradients and a transverse rollover drain or water bar will be included at the bottom of the

16.848% slope to discharge stormwater runoff into side drains. The table drains

are to be lined with jute mesh fabric to SD 5-7 (Ref 2.9).

The proposed Longitudinal Section of the access road is shown on Sheet 1A of

Drawing No. 8213/15.

Report on Upgrading

Shared Access to Public Road Standard &

Design of Access Road at Lot 3 DP213924

60-70 Bournemouth Street Bundeena NSW.

Lyle Marshall & Partners Pty Ltd 7 Rpt No.: 30A/15

4.4 Pavement Design

The pavement design thickness is based upon the 4 day soaked CBR of the

subgrade and the number of equivalent standard axles loads ESA’s in the design

life. The subgrade is sand and the batter is overlain from Ch 00 to Ch -3.385 by imported fill. The design life is assumed to be 20 years.

The sand subgrade is considered to be well drained. A typical CBR (Californian

Bearing Ratio) for well drained sand is 10 plus. As some of the pavement is to be

constructed on filled NPWS land a CBR value of 9 has been assumed for design of this road.

It has not been possible to arrange for a geotechnical investigation to be carried out because 2 auger holes would be required for samples to be taken and prepared for laboratory testing. JK Geotechnics have been engaged to carry out the investigation. In situ dynamic cone penetrometer tests would also be carried out to check the density of the sand subgrade. This investigation will be required for the final design and submitted with the Construction Certificate application.

Design Traffic Loading (ESA’s)

A design traffic loading assuming one loaded MRV 2 axle vehicle per week over a

design life of 20 years is calculated to be approximately 103 ESA’s.

Granular Wearing Course The wearing course or surface course must be well graded and have cohesive properties to provide resistance to ravelling and scouring and provide good skid

resistance. It is recommended that a well graded 19mm nominal size base course material be used for the wearing course of this unsealed road. A typical grading

specification is shown in Table 3.4 (Ref 2.5)

Australia New Zealand

Sieve size (mm) % passing for all maximum sizes Sieve size (mm) % passing for all maximum sizes

55 100

37.5 95-100

26.5 90-100 19 100

19 80-100 6.7 60-80

2.36 35-65 2.36 40-60

0.425 15-50 0.300 25-35

0.075 10-40 0.075 10-20

Plasticity <500 mm annual rainfall-max. PI 20 Plasticity PI values 8-12 depending

>500 mm annual rainfall-max. PI 12 On climatic conditions

Source: NAASRA (1980); Ferry (1986)

Based upon an assumed subgrade CBR of 9 and a design traffic loading of 103

ESA’s, a pavement thickness of 110mm compacted thickness is required. A

thickness of 120mm has been adopted for the pavement design (Fig 3.2 Ref 2.5). The final pavement thickness is subject to further subgrade testing.

Report on Upgrading

Shared Access to Public Road Standard &

Design of Access Road at Lot 3 DP213924

60-70 Bournemouth Street Bundeena NSW.

Lyle Marshall & Partners Pty Ltd 8 Rpt No.: 30A/15

4.5 Cross Section Elements A typical cross fall of 4% has been adopted for the road design. A pavement

width of 6.5 metres has been adopted to facilitate 2-way traffic movement in a

fire emergency situation on the steep gradients. A gravel shoulder 0.5 metres

wide has been adopted on both sides of the road.

Batter slopes of 1 in 4 in-fill and 1 in 2 in cut have been used in the design.

The road cross sections are shown on Sheets 2A and 3A of Drawing No.

8213/15.

4.6 Compaction

Compaction of the subgrade, selected fill and wearing course is very important and may be difficult to achieve on this site where use of vibrating rollers may not be permitted.

Compaction equipment may be confined to a Wacker Compactor or a small hand guided vibrating roller.

The recommended compaction for this road are:-

Subgrade Compaction : 95% Standard Maximum Dry Density (SM DD).

Selected Fill : 95% SMDD.

Wearing Course : 100% SMDD

Maximum thickness of layer

to be compacted : 100mm

One density test per layer of compacted material.

4.7 Geometric Design of Turning Head

The turning head has been designed to permit a MRV vehicle (Category 1 Tanker) to drive forward towards the garage, reverse to make a 180 degree turn and then drive forward to exit from the site.

The turning head design levels have been checked to ensure that the pavement crossfall on the turning paths of the Tanker and Toyota Hi-Ace camper do not

exceed a maximum of 6 per cent. This only occurs at one location when the vehicles are reversing to and driving forward from the western arm of the turning

head. The geometric alignment and design levels are shown in Figure 1.

Report on Upgrading

Shared Access to Public Road Standard &

Design of Access Road at Lot 3 DP213924

60-70 Bournemouth Street Bundeena NSW.

Lyle Marshall & Partners Pty Ltd 9 Rpt No.: 30A/15

5.0 STORMWATER DRAINAGE

5.1 Rainwater Harvesting

Stormwater runoff from the guest tents and larger buildings will be harvested for re-use.

Stormwater run-off from the unsealed road is to be directed to table drains which will discharge into soakage pits. The sand subgrade is considered to be suitable for on site discharge of stormwater flows by infiltration / absorption.

The roof areas of all structures together with the area of the paved driveway and

turning head are shown on Sheet 4. Stormwater runoff from the roof areas is to be harvested for re-use. All tanks are to be supported on stands.

The capacity of the tanks are:-

Guest Tents – Roof area: 64m², 1 bedroom : 6,000 litres x 6

Caretakers‟ Accommodation – Roof area: 310m², 3 bedrooms : 20,000 litres

Kitchen Dining Tent – Roof area: 223m² : 20,000 litres

These tanks are all much larger than the minimum capacity calculated in

accordance with the graph in Section 3.6 of the SSC Stormwater Specification 2009.

The tents have fabric gutter sleeves. These sleeves discharge to a leaf beater rainhead or similar and the piping is fitted with a first flush diverter before discharging into the rainwater tank through a tank screen. The detail is shown

diagrammatically on Sheet 4. All tanks have an overflow pipe to cater for intense or prolonged rainfall that may exceed the capacity of the tank.

5.2 Infiltration System Controls

The Soil Infiltration Potential of the soils at Bundeena is high as shown on the

map included in Chapter 8 of Sutherland Shire DCP 2006.

Soil Permeability Tests are to be carried out at the site by JK Geotechnics as required in Appendix A – Soil Infiltration Field Test Method in Sutherland Shire Stormwater Specification 2009. The test results will be included in the Construction Certificate application.

The soil permeability is estimated to be in the order of 36mm/hour. Hence, the

site has adequate permeability which is defined as over 15mm/hour in Clause

4.4.2 in SS DCP 2015 Chapter 37. The proposed recreation camp for eco-tourism is considered to be a type of residential accommodation.

Report on Upgrading

Shared Access to Public Road Standard &

Design of Access Road at Lot 3 DP213924

60-70 Bournemouth Street Bundeena NSW.

Lyle Marshall & Partners Pty Ltd 10 Rpt No.: 30A/15

5.3 On-Site Detention

Under Section 5.4 Controls for all residential accommodation in DCP 2015

Chapter 37, one third of the volume of the tanks which is 2.50m³ can be used to offset on-site detention plus the volume infiltrated on site.

The recreation camp site occupies a total area of some 3473m² out of a total site

area of 56 330m². The total impervious area is estimated to be 1480m². All

pathways (approximately 292m²) are to be constructed using porous pavers.

This is 42.6% of the recreation camp site and 2.63% of the total site area. The

landscaped areas represent 57.4% of the recreation camp site and 97.37% of the total site.

The rainfall intensity/frequency/duration data for Bundeena has been downloaded from the Bureau of Meteorology, advisory service and is included in

Appendix A to this report.

The time of concentration for the undeveloped recreation camp site is estimated

to be less than 5 minutes. Hence a minimum time of concentration of 5 minutes has been adopted as recommended in Australian Rainfall and Runoff (1987).

The estimated run off from 1 in 20 Year Storm (5% ARI) from the undeveloped

camp is estimated to be 117.6L/sec. The estimated run off from the developed

site is 147.5L/sec. The increased run off is 29.9L/sec.

The estimated on-site detention less the rainwater tank offset of 2.5m³ is 6.5m³. It is proposed to direct all runoff from the unsealed driveway in table drains and all overflow from rainwater tanks to infiltration pits and absorption trenches. The

details of the pits and trenches are shown on Sheet 4. Based upon the infiltration rate recommended in the Infiltration Field Tests, the length of absorption

trenches will be calculated and shown on Sheet 4.

The conceptual arrangement for rainwater tank locations, infiltration pits and

absorption trenches are shown on Sheet 4. The lengths of the absorption trenches will be shown on the drawing submitted for Construction Certification.

It is proposed that stormwater plumbing and drainage connections comply with

AS 3500.3 and relevant Sutherland Shire Council DCP’s.

5.4 Erosion Protection

It is proposed that erosion protection of table drains, batters and disturbed areas

comply with Landcom, Managing Urban Stormwater March 2004 (Ref 2.9).

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The Association ofConsulting Engineers

Australia

ACEASUITE 31401 PACIFIC HIGHWAYARTARMON N.S.W 2064

phone: (02) 9436 0086faxsimile: (02) 9436 0033

email: lylemarshall@ozemail.com.au

LYLE MARSHALL & ASSOCIATES PTY. LTD.CONSULTING ENGINEERS, TRANSPORTATION, ENVIRONMENTAL PLANNERS & ARCHITECTS

LONGITUDINAL SECTIONCENTRELINE OF DRIVEWAY (INTERNAL ROAD)

EXISTING SURFACE

DATUM 57.0

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1 IN 4

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120mm COMPACTED

THICKNESS 19mm

NOM SIZE WEARING

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60mm COMPACTED

THICKNESS WEARING

COURSE SHOULDER

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DESIGN LEVEL

CHAINAGE

60mm COMPACTED

THICKNESS WEARING

COURSE SHOULDER

TIMBER RET.

WALL

BATTER

1 IN 4

TIMBER RET.

WALL

BATTER

1 IN 4

58

.3

70

C

L

RE

T. W

AL

L

C

L

RE

T. W

AL

L

C

L

4.5

00

58

.3

90

58

.5

77

58

.5

77

4.5

00

58

.3

90

TOP WALL

RL 58.49

TOP WALL

RL 58.49

58

.0

00

DATUM 54.0

57

.0

42

56

.9

84

56

.9

61

57

.0

00

57

.0

00

5.0

00

3.0

36

0.0

00

5.0

00

57

.0

06

57

.0

00

56

.9

61

3.2

50

1.1

68

3.2

50

57

.1

04

56

.9

74

56

.9

74

-4%-4%

120mm COMPACTED

THICKNESS 19mm

NOM SIZE WEARING

COURSE

3.7

50

3.7

50

EXISTING SURFACE

DESIGN LEVEL

CHAINAGE

C

L

60mm COMPACTED

THICKNESS WEARING

COURSE SHOULDER

BATTER

1 IN 4

BATTER

1 IN 4

BATTER

1 IN 2

BATTER

1 IN 2

C

L

TA

BL

E D

RA

IN

56

.9

54

56

.9

54

4.5

00

56

.7

67

4.5

00

56

.7

67

C

L

TA

BL

E D

RA

IN

57

.0

36

3.0

00

56

.9

63

4.8

90

-4% -4%

120mm COMPACTED

THICKNESS 19mm

NOM SIZE WEARING

COURSE

DATUM 53.0

56

.2

98

56

.0

74

55

.8

39

56

.2

48

56

.0

00

5.0

00

3.2

50

0.0

00

3.2

50

5.0

00

56

.0

40

55

.9

10

55

.9

10

3.7

50

3.7

50

EXISTING SURFACE

DESIGN LEVEL

CHAINAGE

60mm COMPACTED

THICKNESS WEARING

COURSE SHOULDER

BATTER

1 IN 4

BATTER

1 IN 4

BATTER

1 IN 2

C

L

TA

BL

E D

RA

IN

C

L

TA

BL

E D

RA

IN

C

L

4.5

00

4.5

00

55

.8

90

55

.8

90

55

.7

03

55

.7

03

BATTER

1 IN 2

5.6

60

56

.2

84

55

.8

85

4.8

60

The Association ofConsulting Engineers

Australia

ACEASUITE 31401 PACIFIC HIGHWAYARTARMON N.S.W 2064

phone: (02) 9436 0086faxsimile: (02) 9436 0033

email: lylemarshall@ozemail.com.au

LYLE MARSHALL & ASSOCIATES PTY. LTD.CONSULTING ENGINEERS, TRANSPORTATION, ENVIRONMENTAL PLANNERS & ARCHITECTS

LOT 3 IN DP21392460 - 70 BOURNEMOUTH ST, BUNDEENA

CROSS-SECTION OF DRIVEWAY: CH0.0

CROSS-SECTION OF DRIVEWAY: CH10.0

1:100 (HORIZONTAL)

1:100 (VERTICAL)

CROSS-SECTION OF DRIVEWAY: CH20.0

1:100 (HORIZONTAL)

1:100 (VERTICAL)

CROSS-SECTION OF DRIVEWAY: CH30.0

1:100 (HORIZONTAL)

1:100 (VERTICAL)

1:100 (HORIZONTAL)

1:100 (VERTICAL)

DATUM 52.0

55.686

55.500

54.910

55.500

55.137

55.000

5.000

0.944

3.250

4.353

5.000

0.000

- 1.78%

120mm COMPACTED

THICKNESS 19mm

NOM SIZE WEARING

COURSE

4.700

55.343

55.126

55.068

3.750

EXISTING SURFACE

DESIGN LEVEL

CHAINAGE

C

L

TU

RN

IN

G H

EA

D

60mm COMPACTED

THICKNESS WEARING

COURSE SHOULDER

BATTER

1 IN 4

C

L

4.500

54.861

55.048

C

L

TA

BLE

D

RA

IN

54.980

DATUM 52.0

54

.8

49

54

.6

11

53

.9

95

54

.5

00

54

.0

00

5.0

00

0.0

00

1.1

12

4.9

69

5.0

00

CHAINAGE

3.2

50

54

.5

10

54

.5

10

3.2

50

54

.5

10

EXISTING SURFACE

DESIGN LEVEL

C

L

GARAGE FLOOR

The Association ofConsulting Engineers

Australia

ACEASUITE 31401 PACIFIC HIGHWAYARTARMON N.S.W 2064

phone: (02) 9436 0086faxsimile: (02) 9436 0033

email: lylemarshall@ozemail.com.au

LYLE MARSHALL & ASSOCIATES PTY. LTD.CONSULTING ENGINEERS, TRANSPORTATION, ENVIRONMENTAL PLANNERS & ARCHITECTS

LOT 3 IN DP21392460 - 70 BOURNEMOUTH ST, BUNDEENA

CROSS-SECTION OF DRIVEWAY: CH40.0

1:100 (HORIZONTAL)

1:100 (VERTICAL)

CROSS-SECTION OF DRIVEWAY: CH50.0

1:100 (HORIZONTAL)

1:100 (VERTICAL)

52

53

54

55

56

55

56

57

46

47

48

49

50

51

52

53

54

55

56

49

50

51

52

53

54

55

56

57

58

PROPOSEDDECK

PROPOSED OUTDOOR KITCHEN & DINING TENT PROPOSEDDECK

PROPOSEDGUESTTENT

PROPOSEDGUESTTENT

PROPOSEDGUESTTENT

PROPOSEDGUESTTENT

PROPOSEDGUESTTENT

PROPOSEDGUESTTENT

DECKPROPOSED

DECKPROPOSED

DECKPROPOSED

DECKPROPOSED

DECK

PROPOSED

DECK

DECK

PROPOSED

PROPOSED

DECK

PROPOSEDDECK

REFUGE SHIELD

PROP

OSED

DECK

PROP

OSED

DECK

PROPOSED CARETAKERS ACCOMODATION WITH REFUGE UNDER

PROPOSED

A = 223m2

A = 64m2

A = 64m2

A = 64m2

A = 64m2

A = 64m2

A = 64m2 A = 310m2

STREET

SUSSEX

(UNFORMED)

INNE

R

AREA

INNER

PROTECTION

9

8

° 5

0

' 4

5

"

3

4

2

.7

0

5

P

R

O

P

O

S

E

D

I

N

T

E

R

N

A

L

R

O

A

D

6

.

5

m

W

I

D

E

2

6

5

0

3

2

5

0

3

2

5

0

2500

5

4

0

0

4

0

0

0

1

0

0

0

6

1

3

9

C

L

T

P

C

L

9

.8

m

TP

C

L

6.5R

TP

GRAVEL

PAVEMENT

C

L

C

L

C

L

C

L

C

L

C

L

C

L

C

L

C

L

C

L

C

L

w

w

w

w

w

w

w

w

w

w

C

L

C

L

C

L

C

L

C

L

C

L

C

L

C

L

C

L

C

L

C

L

C

L

TP

D

R

I

V

E

W

A

Y

&

T

U

R

N

I

N

G

H

E

A

D

P

A

V

E

M

E

N

T

A

R

E

A

5

0

1

m

2

W.T. 2

W.T.

4

W.T.

4

W.T.

4

W.T. 4

W.T. 4

W.T. 4

W.T. 2W.T. 3

W.T. 5

W.T. 3W.T. 5

W.T. 1

W.T. 1

W.T. 1

The Association ofConsulting Engineers

Australia

ACEASUITE 31401 PACIFIC HIGHWAYARTARMON N.S.W 2064

phone: (02) 9436 0086faxsimile: (02) 9436 0033

email: lylemarshall@ozemail.com.au

LYLE MARSHALL & ASSOCIATES PTY. LTD.CONSULTING ENGINEERS, TRANSPORTATION, ENVIRONMENTAL PLANNERS & ARCHITECTS

PLAN INTERNAL DRIVEWAY AND TURNING HEAD, ABSORPTION TRENCHES AND PIT DETAILS

WATER TANK TYPES LITRES (L)W.T. 1 POTABLE WATER TANK - FIRE FIGHTING 25000W.T.2 POTABLE WATER TANK 20000W.T. 3 GREY WATER TANK 10000W.T. 4 WATER TANK 6000W.T.5 GREY WATER TREATMENT N/A

TIMBER RETAINING WALL

TABLE DRAIN

INLET PIT & ABSORPTION

TRENCH

w w

C

L

C

L

C

L

AT

LEGEND

NOTE: BASE PLAN P10 ISSUE F UPDATED 10.2.16

Photo P2: View west of first bend. Approx Ch 90

Photo P1: View north of Fire Trail from first bend. Approx Ch 90 Thurs 10/9/15

Photograph P4: View west. Approx Ch. 135

Photo P3: Bush encroachment over road shoulder. Approx. Ch. 105

Photograph P6: View west on approach to second bend approx. radius 40m. Approx. Ch 225.

Photo P5: View west of Fire Trail past Walking Track. Bit Patching required to edge of bitumen. Approx. Ch. 165.

Photograph P8: View north to end of Fire Trail from second bend. Vegetation over both shoulders/

Photo P7: View around second bend. Vegetation on RH shoulder to be trimmed. Approx. Ch 240.

Photograph P10: View left of grassed area at end of Beachcomber Avenue` (Fire Trail).

Photo P9: View towards end of trail. Large pothole filled with water in pavement. Approx. Ch. 315

Photograph P12: View of central section of sealed area.

Photo P11: Large flat site at end of Beachcomber Avenue (Fire Trail).

Photograph P14: View of Eco-Tourism Site.

Photo P13: View of sealed area and grassed area on right of filled area.

Photograph P16: View south from site on driveway to Sussex Street..

Photo P15: View of steep area of Eco-Tourism site to be seeded, watered and slashed as required. No erosion after fire hazard reduction burning and subsequent rain. Layer of weed/leaf mulch on sandy soil.

Photo P17 View south of Fire Trail (Beachcomber Avenue) from grassed area near Sussex Street.

Photo P19 Second bend seal 4.6m. Approx Ch. 245

Photo P18 Tree Projecting over Fire Trail to be trimmed for vertical clearance.

Stage 2 Pothole to be filled. Seal 4m wide Approx Ch 45.0

Photo P21 The encroachment on LHS shoulder needs trimming. Approx Ch. 330.

Photo P20 Further around second bend seal 4.9m shoulder on LHS 2m.

Approx Ch. 255.

Photo P23 Large pothole to be filled Stage 2. View South east Approx. Ch.315

Photo P22 Trimming of branches on LHS on straight approaching end of trail.

Approx Ch330.

Photo P24 Tree branches to be trimmed on LHS. Repair pavement damage on LHS Stage 2. Approx. Ch 325.

APPENDICES

APPENDIX A

2/5/2016 Intensity­Frequency­Duration

http://www.bom.gov.au/cgi­bin/hydro/has/CDIRSWebBasic 1/2

LOCATION 34.100 S 151.150 E * NEAR.. Bundeena  

LIST OF COEFFICIENTS TO EQUATIONS OF THE FORM 

ln(I) = A + B x (ln(T)) + C x (ln(T))2 + D x (ln(T))3 + E x (ln(T))4 + F x (ln(T))5 + G x (ln(T))6T = TIME IN HOURS AND I = INTENSITY IN MILLIMETRES PER HOUR

RETURNPERIOD A B C D E F G

1 3.416311 ­0.59459E+0 ­0.41522E­1 0.75560E­2 0.15453E­2 ­0.19843E­3 ­0.45902E­42 3.678652 ­0.59224E+0 ­0.44480E­1 0.77941E­2 0.17823E­2 ­0.25042E­3 ­0.43806E­45 3.957755 ­0.58622E+0 ­0.52642E­1 0.80281E­2 0.24950E­2 ­0.31048E­3 ­0.54751E­410 4.092461 ­0.58321E+0 ­0.56253E­1 0.82623E­2 0.27280E­2 ­0.35858E­3 ­0.51689E­420 4.244619 ­0.58038E+0 ­0.59673E­1 0.83248E­2 0.30194E­2 ­0.38513E­3 ­0.55414E­450 4.415648 ­0.57762E+0 ­0.63712E­1 0.85974E­2 0.33576E­2 ­0.43841E­3 ­0.56088E­4100 4.529438 ­0.57561E+0 ­0.66243E­1 0.87028E­2 0.35623E­2 ­0.46521E­3 ­0.57045E­4

  

RAINFALL INTENSITY IN mm/h FOR VARIOUS DURATIONS AND RETURN PERIODS 

RETURN PERIOD (YEARS)

DURATION 1 2 5 10 20 50 1005 mins 98.3 126. 160. 180. 206. 240. 266.6 mins 92.1 118. 150. 169. 193. 225. 249.10 mins 75.4 96.9 124. 140. 161. 188. 209.20 mins 55.3 71.4 92.9 106. 122. 144. 160.30 mins 45.0 58.3 76.5 87.1 101. 120. 134.1 hour 30.5 39.6 52.3 59.9 69.7 82.7 92.72 hours 19.8 25.8 34.1 39.0 45.5 54.0 60.53 hours 15.3 19.8 26.2 29.9 34.8 41.3 46.26 hours 9.70 12.6 16.5 18.8 21.8 25.8 28.812 hours 6.22 8.05 10.5 11.9 13.8 16.3 18.224 hours 4.04 5.22 6.81 7.73 8.94 10.5 11.848 hours 2.59 3.34 4.36 4.94 5.72 6.74 7.5172 hours 1.93 2.49 3.23 3.67 4.23 4.98 5.55

 (Raw data: 39.91, 8.04, 2.49, 84.19, 16.31, 4.99,skew= 0.000) HYDROMETEOROLOGICAL ADVISORY SERVICE

(C) AUSTRALIAN GOVERNMENT, BUREAU OF METEOROLOGY* ENSURE THE COORDINATES ARE THOSE REQUIRED SINCE DATA IS BASED ON THESE AND NOT LOCATION NAME.

  

2/5/2016 Intensity­Frequency­Duration

http://www.bom.gov.au/cgi­bin/hydro/has/CDIRSWebBasic 2/2

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LOCATION OF IFD DATA FROM BUREAU OF METEOROLOGYLATITUDE: 34.100 S LONGITUDE: 151.150 E

SOURCE: GOOGLE MAPS