District Council of Mount Barker Urban Reach Assessment · 5.1 Lower Reach (Hill Street to Druids Avenue) 13 5.2 Upper Reach (Freeway to Hill Street) 13 5.3 Subject Development Land

District Council of Mount Barker

Urban Reach Assessment

Totness Freeway Creek Catchment

ADELAIDE | MOUNT GAMBIER | www.southfront.com.au

District Council of Mount Barker

Urban Reach Assessment

Totness Freeway Creek Catchment

Our Ref.: 16063‐1A

Southfront

170 Greenhill Road Parkside SA 5063 P 08 8172 1088 E [email protected]

© Southfront 2017

Document Status

Revision Date Approved Details

A 30 June 2017 DJ Final

B 17 July 2017 DJ Final

Urban Reach Assessment for District Council of Mount Barker i

Contents

1 Introduction 1

1.1 Background 1

1.2 Catchment Context 1

2 Hydrology Review 3

2.1 Scope 3

2.2 Assessment 3

3 Hydraulic Capacity Assessment 5

3.1 Scope 5

3.2 Assessment 5

3.3 Private Dam Spillway 7

3.4 Existing, Future Management Issues 9

4 Creek Condition Assessment 10

4.1 Scope 10

4.2 Assessment 10

4.3 Existing, Future Management Issues 12

5 Future Management Strategy Directions 13

5.1 Lower Reach (Hill Street to Druids Avenue) 13

5.2 Upper Reach (Freeway to Hill Street) 13

5.3 Subject Development Land 14

5.4 Future Greenfield Land Development 15

5.5 Upper Catchment 16

6 References 17

Tables

Table 2.1 Peak Flow Summary, Existing Scenario (m3/s) 3 Table 3.1 Creek Features Summary, Hill Street to Druids Ave 6 Table 4.1 Creek Features Summary, Freeway to Hill Street 11 Table 5.1 Peak Flow Summary, Post‐Development Scenario (m3/s) 15

Figures

Figure 1.1 Catchment Features, Development Zones 2 Figure 3.1 Totness Freeway Creek Alignment, Hill Street to Druids Ave 5 Figure 3.2 Totness Freeway Creek Profile, Hill Street to Druids Ave 6 Figure 3.3 Private Dam Arrangement, 19 Cavanagh Street 7 Figure 4.1 Totness Freeway Creek Alignment, Freeway to Hill Street 10

Appendices

Urban Reach Assessment for District Council of Mount Barker ii

Appendix A Creek Survey (AMB Surveys, 2016) Appendix B DPTI Stormwater Infrastructure Drawings Appendix C CCTV Report Appendix D Creek Inspection Photos

Urban Reach Assessment for District Council of Mount Barker 1

1 Introduction

1.1 Background

A privately owned development proposal is currently being prepared to subdivide and develop a largely undeveloped 34.6ha site (the ‘subject development land’) on the eastern edge of the existing Totness development area into an industrial estate. The subject development land is located on a watercourse that drains into the Mount Barker township. A Stormwater Management Plan (SMP) was recently prepared for the urban areas across Totness, Littlehampton and Mount Barker (Southfront, 2016), however the SMP was prepared on the basis of land zoning during 2014 (i.e. after approval of the Mount Barker Urban Growth Development Plan Amendment in 2010). The subject land was zoned for Primary Production at that time, and hence the Stormwater Management Plan was silent with respect to management strategies associated with flows from the subject development land. The creek system downstream of the subject development land (and specifically, the reach between the Freeway and Druids Avenue) is comprised of a mixture of open channel and enclosed sections, with some development located over the original creek alignment. A general concern has been expressed in relation to the ability of this watercourse reach to safely convey peak flood flows, and the potential for this risk to be exacerbated by upstream development. This assessment was commissioned by the District Council of Mount Barker to assess hydrological and flood plain management issues and opportunities associated with the proposed land development.

1.2 Catchment Context

Figure 1.1 depicts the local watercourse catchment area, existing drainage features and current development zones. The upper western portion of the catchment is comprised of rural land and a significant proportion of the Totness Recreation Park. A dam is located within the park which is understood to have been constructed in 1884 to supply water to passing steam locomotives (DEH, 2007). The dam is maintained by DEWNR for passive recreational purposes (perimeter walking track, shore based fishing). The subject development land drains to the 1500mm dia culvert at the Freeway. An orifice plate was fitted to this culvert entrance in the mid 2000’s following identification of the opportunity to reduce downstream flood risk through the town centre by making use of the flood storage volume available on the northern side of the Freeway embankment. An open creek channel has been maintained between the Freeway and Hill Street. Between Hill Street and Druids Avenue, the creek has progressively been enclosed in what would appear to be a series of private landowner and public (road) works. The wide variety of conduit sizes would suggest that these works have been developed in an ad‐hoc manner over time. A short open section remains immediately upstream of Druids Avenue. The creek enters an underground drain at Druids Avenue, which connects through to the Morphett Street underground main drain that passes through to the Town Centre and discharges into Littlehampton Creek.


Figure 1.1 Catchment Features, Development Zones


2 Hydrology Review

2.1 Scope

Previous hydrological modelling of this catchment has been updated and revised to facilitate assessment of different management strategies associated with the subject development land against the existing scenario. The model developed for this review has been informed by previous hydrological assessments of this area and electronic data associated with:

Mount Barker, Littlehampton & Totness Stormwater Management Plan (Southfront, 2016)

Mount Barker Town Centre Drainage Advice Modelling Summary (Tonkin Consulting, 2014)

Mount Barker Floodplain Mapping Hydrological Study report (AWE, 2010)

2.2 Assessment

The ‘existing scenario’ DRAINS model utilised for Town Centre flood plain mapping in Southfront (2016) was revised for this assessment as follows:

Subdivision of rural catchments, with additional delineation of the Freeway corridor. Storages (such as the Totness Recreation Park dam) are assumed to provide no mitigating effect and hence are not represented in the model, thus in effect representing a ‘dam full’ condition. This is approach is consistent with all previous hydrological modelling across the Mount Barker Creek catchment, as described in AWE (2010), Tonkin Consulting (2014), Southfront (2016) and Wallbridge & Gilbert (2016).

Subdivision of the urban catchment above Druids Avenue to major road crossings

Replacement of ARR 1987 design rainfall data with ARR 2016 data, and application of ARR 2016 modelling techniques (storm ensembles) within the DRAINS model

Inclusion of the recently approved Oakfield Retirement Village development at Hawthorn Road (MLEI, 2017)

A summary of peak flows at locations of interest are summarised in Table 2.1.

Table 2.1 Peak Flow Summary, Existing Scenario (m3/s)

Location ARI (years) / AEP

1 / 1EY 5 / 0.2EY 50 / 2% 100 / 1%

Totness Freeway Creek

Us Employment Lands 0.2 1.4 2.8 3.5

Us Freeway 0.2 2.0 4.3 5.2

Freeway culvert 0.2 1.6 2.2 2.4

Hill Street 0.4 1.8 3.0 3.3

Adelaide Road 0.5 1.9 3.3 3.7



1 / 1EY 5 / 0.2EY 50 / 2% 100 / 1%

Druids Ave 0.6 1.9 3.4 3.9

Hawthorn Road Creek



3 Hydraulic Capacity Assessment

3.1 Scope

Hydraulic modelling of the creekline and associated enclosed sections of the lower reach, notionally between Hill Street and Druids Avenue has been undertaken to identify critical capacity constraints and opportunities for ‘small scale upgrades’. This assessment has been informed by:

engineering survey of some details and channel sections between 52 Adelaide Road and Druids Avenue (AMB Surveys, 2016) (refer Appendix A)

DPTI construction drawings of the Adelaide Road section of 2100 x 900 box culvert (refer Appendix B)

CCTV survey of some enclosed reaches (Plumbing & Pipeline Solutions, 2006) (refer Appendix C)

3.2 Assessment

The lower reach of the ‘Totness Freeway’ Creek, below Hill Street, has largely been enclosed in culverts (refer Figure 3.1). Sufficient details of the reach from immediately upstream of Adelaide Road through to Druids Avenue were available to enable a Hec‐Ras hydraulic model to be established for this reach.

Figure 3.1 Totness Freeway Creek Alignment, Hill Street to Druids Ave


The longitudinal profile of this reach, as represented in the Hec‐Ras model, is shown in Figure 3.2.

Figure 3.2 Totness Freeway Creek Profile, Hill Street to Druids Ave

A summary of the reach characteristics and estimated hydraulic capacity is presented in Table 3.1. Details relating to creek / culvert ownership through this reach have not been confirmed through property title searches, however it is assumed that in general that drainage easements do not exist over those reaches within private property.

Table 3.1 Creek Features Summary, Hill Street to Druids Ave

Address Tenure Features Est Capacity (m3/s)

Hill Street Council 1200 dia culvert 3.0 (inlet control at pipe culvert inlet)

1A Hill Street Private 1200 dia culvert 5.0 (coarse estimate of pipe capacity)

2 Cherington Street ‐ Open channel, Adelaide Road culvert extends partway into property

3.2 (inlet control at box culvert inlet)

Adelaide Road DPTI / Council

2100 x 900 box culvert 7.0


54 Adelaide Road Private 2200 x 800 box drain, block walls with deck cover

>7.0

52 Adelaide Road Private Open drop structure at upstream boundary, 900 dia culvert across property with a number of grated inlets across hardstand area

1.6

50 Adelaide Road / 3 Druids Avenue / 5 Druids Avenue

Private From inspection at the upstream and downstream boundary, the creek appears to have been modified by property owners with sleeper retaining walls / stone walls to stabilise creek banks and integrate with private gardens. Footbridge and driveway crossings of the channel were also noted.

2.0 (channel).

A higher flow is likely to be able to be passed in a major event without inundating dwellings, however a detailed assessment of this reach utilising more detailed survey would be required to determine this.

Druids Avenue Council Twin 1200 dia culvert 4.0 (inlet control at inlet to culverts)

3.3 Private Dam Spillway

The ‘Totness Freeway’ creek discharges into a farm dam, immediately downstream of the Freeway, as depicted in Figure 3.3.

Figure 3.3 Private Dam Arrangement, 19 Cavanagh Street

Spillway / Overflow


Dam Spillway / Overflow

The following observations were made from the site inspection:

The creek has no defined channel upstream of the dam, with flows from the freeway culvert and local catchment below the freeway passing into the dam via surface flow across the land.

The dam has no outlet or overflow structure, but as pictured above an overflow channel with a trapezoidal section on a relatively flat gradient directs flows in excess of the dam capacity towards the southern boundary

The dam has a high water level / wall, rising well above adjoining southern residential properties

Dam overflows are directed to a steep embankment along the southern boundary. There is no well‐defined channel on this boundary alignment, and some evidence of minor scour protection works (placement of gravel, rocks) was noted in some locations where flows spill to the valley floor.

From these observations it is concluded that:

The existing overflow has a flow capacity in range of 1 – 2 m3/s

Day‐to‐day flows currently experienced through the site are infrequent and below a threshold level to cause channelisation

The existing arrangements in general across the property are agricultural in nature and not of a standard suitable to cater for an urban catchment hydrological regime

Dam failure poses a risk to downstream residential properties that requires due consideration

While inspecting the property, it was also noted that the drainage path within the Freeway corridor was heavily overgrown with woody weeds, to the extent that the 1500 mm diameter Freeway culvert outlet and associated downstream open drain could not be located.


3.4 Existing, Future Management Issues

The following issues, with respect to existing development and future development of the subject land, are identified from this assessment:

The pipe reach through 52 Adelaide Road is inadequate, based on current catchment conditions. This drain reach is known to have flooded on 2 occasions in 2016 resulting in inundation of the business premises.

The section of open channel between 52 Adelaide Road and Druids Avenue has a functional but limited capacity to convey flows in excess of 2 m3/s, equivalent to the existing 5 year ARI peak flow. This is a constraint that should be taken into account in future network planning considerations to ensure that the flood risk posed to these properties is not increased.

A short section of open channel within 2 Cherington Street has not been assessed. It is noted that this property was sold in January 2017, and hence Council may have an opportunity to pursue options with respect to easements and capacity upgrades in coordination with redevelopment of the site.

The inlet to the Hill Street culvert has a capacity just below that of the estimated 100 year ARI peak flow. Stormwater management measures upstream should be tailored to reducing the 100 year ARI peak flow to meet the culvert inlet capacity at this location.

Ownership arrangements for a number of enclosed sections is not clear. Council ownership of these assets is vital to ensure that the network can be appropriately managed to serve the needs of the community in the long term.

The existing farm dam and associated overflow channel immediately downstream of the Freeway is not equipped to be integrated into an urban drainage network.

The risk of failure of dams on the downstream urban areas is an emerging but important area in stormwater / flood management. There are issues in this regard for Council to consider with respect to the existing farm dam.


4 Creek Condition Assessment

4.1 Scope

Inspection and assessment of the upper reach, notionally between the Freeway and Hill Street has been undertaken to provide a high level assessment of existing creek condition and identification of any relevant measures, particularly in relation to the subject development land. This assessment has been informed by:

Inspection of the creekline with Council staff

Digital Terrain Model data, aerial photography, cadastral data supplied by Council

4.2 Assessment

The upper reach of the ‘Totness Freeway’ Creek, above Hill Street, has been retained in an open channel form (refer Figure 3.2). An inspection was conducted over the full length of this creek reach for the purposes of this assessment.

Figure 4.1 Totness Freeway Creek Alignment, Freeway to Hill Street

A summary of the reach characteristics and condition is presented in Table 4.1. Details relating to creek ownership through this reach have not been confirmed through property title searches, however it is assumed that in general that drainage easements do not exist over those reaches within private property.


Table 4.1 Creek Features Summary, Freeway to Hill Street

Address Tenure Features, [Appendix D Photograph Ref]

South Eastern Freeway Road reserve under DPTI control

1500 dia culvert outlet, base of road embankment overgrown with weeds [1], flow path not clearly defined

19 Cavanagh Street Private Undefined flow path from Freeway to dam, Farm dam, bare earth overflow channel, largely undefined at southern boundary [2]. Some gravel / rocks placed on flow line along steep drop across southern boundary

22 Manor Crescent Private Heavy vegetation growth across northern boundary [3], private footbridge crossing with low clearance [4]

20A Manor Crescent Council reserve

Shallow swale, upstream reach infested with kikuyu grass [5, 6]. Downstream reach passes adjacent to very large redgum [8], some bed erosion at this location with erosion head progressing immediately upstream of a tree root

81 Adelaide Road Private On‐line small ornamental pond, concrete weir / overflow structure [7]

F215697 A109 SA Water Bare earth swale [9]

16 Manor Crescent Private Bare earth swale [10]

73A Adelaide Road Private Bare earth swale [11]

73 Adelaide Road Private Bare earth swale, vacant allotment [12]

71A Adelaide Road Private Landscaped channel [13]

71 Adelaide Road Private Bare earth swale

69A Adelaide Road Private Bare earth swale, Council drain system from Adelaide Road discharges at this location [14]

69 Adelaide Road Private Bare earth swale [15]

3/2C Hill Street Private Bare earth swale, some bed erosion / channel formation [16]

2/2C Hill Street Private Bare earth swale, some bed erosion / channel formation

1/2C Hill Street Private Bare earth swale, some bed erosion / channel formation. Large tree in channel centreline, service conduit and concrete anchor block intersecting channel at Hill Street culvert inlet [17]


This creek reach is generally consistent along its full length, in having the following properties:

Little to no channel definition, that would suggest flows along the creek reach historically are infrequent and of a relatively low level

Little to no bed erosion. Some erosion of the channel bed was noted at the downstream end approaching Hill Street, which may be associated with additional flows generated by adjoining Adelaide Road residential construction.

Heavily modified biodiversity with plantings of exotic trees, some infestations of weeds and exotic grasses.

Encroachment (filling) from a number of recent residential developments into the creek corridor

Low levels of maintenance / efforts to protect and enhance the creek corridor. One property owner (71A Adelaide Road) has invested in planting out the channel with native species, while in most other locations the adjoining development has not been designed to integrate with the creek.

With the exception of some significant trees such as large redgums in the Council reserve, this creek reach is best categorised as a neglected open swale, with few natural environmental features.

4.3 Existing, Future Management Issues

The following issues, with respect to existing development and future development of the subject land, are identified from this assessment:

The creek reach has fragmented land ownership, such that any task to implement capital works and/or perform maintenance activities to protect and enhance the corridor would require broad consultation. Due consideration should also be given to acquisition of the creek corridor land.

The existing creek is poorly defined and currently receives very little day‐to‐day flow. It does not have the capability to perform a drainage role catering for significant upstream urban development, in its current form.

The creek has limited environmental value, such that works to create a channel with appropriate erosion protection lining is considered feasible and appropriate for consideration.


5 Future Management Strategy Directions

5.1 Lower Reach (Hill Street to Druids Avenue)

50 Adelaide Road / 3 Druids Avenue / 5 Druids Avenue

Consider opportunities to acquire creek corridor

Review flood protection to existing development and consider flood mitigation opportunities, future development controls

52 Adelaide Road

Duplicate existing 900 dia drain to achieve 100 year ARI capacity

Install a transition junction box structure on the northern boundary to efficiently and safely convey flows from the wide box culvert reach into the duplicated pipe reach

2 Cherington Street


Consider opportunities to increase capacity / enclose open channel section General

Consider opportunities to acquire easements over all enclosed sections in private property

5.2 Upper Reach (Freeway to Hill Street)

22 Manor Crescent to Hill Street


Undertake works (full length, 290m) to establish a channel with erosion lining to the 5 year ARI level and containment of the 100 year ARI flow.

19 Kavanagh Street (Farm Dam site)

Undertake assessments to determine geotechnical condition, risk rating of existing dam

Acquire easement, install an express drain (length 310m, preliminary estimated size 750 mm dia) linking the Freeway culvert directly to the upgraded creek adjacent to 22 Manor Crescent.

Consider low‐flow dam offtake, dam overflow integration, subject to feasibility and water licensing conditions


Express Drain alignment through 19 Kavanagh Street

5.3 Subject Development Land

Detention

Provide multi‐stage outlet structure, integrated with existing Freeway culvert / orifice arrangement, to achieve the following performance standards:

- Mitigate 5 year ARI flow to 1.0 m3/s, such that 5 year ARI flow at Druids Avenue is no greater than the existing corresponding flow of 1.9 m3/s.

- Mitigate 100 year ARI flow to 1.4 m3/s, such that 100 year ARI flow at Hill Street is reduced to 3.0 m3/s, and 100 year ARI flow at Druids Avenue is not increased.

- It should be noted that the flow discharge limits from the subject land proposed above are less than those currently achieved via the orifice plate, due to the changed hydrology resulting from the change in land use. (i.e. the flow peak from the developed land becomes coincident with the flow peak of the downstream residential area, exacerbating flood risk).

DRAINS modelling of the post‐development scenario, on the basis of 70% impervious site coverage, as nominated in Wallbridge & Gilbert (2016), has been utilised to develop a preliminary design arrangement demonstrating that the above requirements could be achieved by replacing the existing orifice plate with a 560mm diameter orifice plate. A summary of these modelling results is presented in Table 5.1. Any future design development of such a detention facility will need to take into account the change in risk profile (associated with the change in hydrological regime from a rural catchment to an urban catchment) and identify appropriate risk mitigation measures, specifically in association with:

Blockage of the orifice plate ‐ the modelling results presented in this report assume no blockage; and

Suitability of the Freeway embankment as a temporary water retaining structure


Consequences associated with more extreme events – noting that the post‐development 100 year ARI flood level is within 400mm of the estimated threshold spill level at this site of 359.0mAHD, beyond which it is expected that flows would spill east towards Littlehampton Creek via the interchange ramp road.

Table 5.1 Peak Flow Summary, Post‐Development Scenario (m3/s)


5 / 0.2EY, Existing

5 / 0.2EY, Post‐Dev

100 / 1%, Existing

100 / 1%, Post‐Dev

Totness Freeway Creek

Us Freeway 2.0 2.6 5.2 5.3

Flood Level above Freeway (mAHD) 355.7 356.5 357.6 358.6

Freeway culvert 1.6 1.0 2.4 1.4

Hill Street 1.8 1.3 3.3 2.7


Druids Ave 1.9 1.4 3.9 3.9

Other Ensure existing point discharges from the Freeway are appropriately integrated into the site development.

5.4 Future Greenfield Land Development

The current land zoning (refer Figure 1.1) envisages a future land use transition of some portions of the catchments from rural to urban. Without provision of appropriate corresponding controls, this has the potential to increase flood risk to existing downstream development. Flood risk within the Mount Barker ‘Town Centre’ was assessed in detail in the preparation of the Mt Barker, Totness and Littlehampton Stormwater Management Plan (Southfront, 2016). This identified that:

The culvert at Druids Avenue has a capacity of approximately 4 m3/s (equivalent to a 100 year ARI standard for the existing scenario presented in Section 2.2)

The Morphett Street drain commencing at Adelaide Road has a capacity of 7 m3/s (equivalent to a 50 year ARI standard for the existing scenario presented in Section 2.2)

The following comments are provided to guide Council in defining appropriate stormwater management measures associated with future greenfield land development in these areas. Totness Freeway Creek A relatively small portion of ‘Residential Neighbourhood’ zoned land is subject to potential future development within the catchment. This land would most likely drain to the Totness Freeway Creek via 19 Kavanagh Street, the site containing the private dam described in Section 3.3. Detention storage would need to be provided in association with development of this land such that downstream 5 / 100 year ARI peak flows are not increased beyond the post‐


development flows listed in Table 5.1. Subject to design feasibility / reconstruction of the existing dam, there may be merit in locating the detention storage at the site of the existing dam in order to optimise development within the area zoned for urban development. Hawthorn Road Creek This creek catchment contains a relatively significant portion of ‘Residential’ and ‘Residential Neighbourhood’ zoned land, subject to potential future development. Due to the existing flood protection standard at Adelaide Road being less than desirable, the Mt Barker, Totness and Littlehampton Stormwater Management Plan (Southfront, 2016) nominates that a diversion drain be constructed at Adelaide Road (estimated value $1.6m) to accommodate future upstream development and protect the downstream Town Centre precinct. It is recommended that Council require future development provide a combination of on‐site detention storage (to the extent that this is practical) and financial contributions to the diversion drain works in order to ensure that development does not result in increased downstream flood risk. It is noted that past regional detention storage concepts within this catchment have been assessed to be infeasible, due to excessive bank heights and associated costs and safety concerns. This inherent limitation within the catchment may be a driver for financial contributions towards the diversion drain works.

5.5 Upper Catchment

Recreation Park Dam

Liaise with DEWNR to ensure dam condition, risk category is consistent with proposed change in downstream land use


6 References

AWE (2010), Mount Barker Floodplain Mapping Hydrological Study Report, prepared for District Council of Mount Barker Department for Environment and Heritage (2007), Totness Recreation Park Management Plan MLEI (2017), Oakfield Retirement Village, Mt Barker, Detention Basin & Cutoff Pipe Sizing Calculations, Issue B, dated 23 March 2017. Plumbing & Pipeline Solutions (2016), CCTV Inspection Report, Survey date 19/12/16, prepared for District Council of Mount Barker Southfront (2016), Mt Barker, Totness & Littlehampton Stormwater Management Plan, prepared for District Council of Mount Barker Tonkin Consulting (2013), Mount Barker Stormwater Network Existing Drainage Standards, prepared for District Council of Mount Barker Tonkin Consulting (2014), Mount Barker Town Centre Drainage Advice Modelling Summary, prepared for District Council of Mount Barker Wallbridge & Gilbert (2016), Totness Proposed Development, Infrastructure Assessment Report, prepared for Adelin Pty Ltd

Urban Reach Assessment for District Council of Mount Barker

Appendix A Creek Survey (AMB Surveys,

2016)

3

3

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3

3

2

3

3

4

334.10

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333.35

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332.66

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332.55

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329.98

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333.92

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3

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8

6

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1

334.39

333.78

334.21

334.21

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334.13

334.07

BUSH 05

333.72

333.36

332.99

335.36 LP

335.52

BUSH 01

335.42

BUSH 01

335.19

BUSH 02

335.19

BUSH 02

333.75

333.67

333.28

333.01

332.67

333.48

332.78

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332.61

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332.62

332.50

333.55

333.07

332.66

332.59

332.62

332.79

332.58

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5

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3

3

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6

1

332.63

332.66

332.78

3

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7

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331.39

331.35

331.69

332.88

333.33

332.62

332.66

332.26

332.49

332.52

332.05

332.28

332.38

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3

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6

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332.53

332.47

332.55

332.56

332.55

332.56

330.58

330.55

330.55

330.63

330.64

330.56

330.86

331.09

331.16

331.08

331.06

331.07

331.07

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3

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7

331.06

331.09

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331.07

331.10

331.12

330.99

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331.14

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331.04

331.07

330.93

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331.64

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330.53

330.51

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3

8

330.38

3

3

0

.

6

2

3

3

0

.

5

6

3

3

0

.

1

6

3

2

9

.

9

0

3

2

9

.

7

9

3

2

9

.

4

4

329.27

3

2

9

.

0

9

H

W

2

3

2

9

.

7

6

H

W

2

3

2

9

.

7

7

H

W

2

3

2

8

.

9

5

H

W

2

329.59

329.67

329.87

329.87

3

2

9

.

9

5

3

2

9

.

9

4

329.94

3

2

9

.

7

7

3

2

9

.

7

5

3

2

8

.

4

4

3

2

9

.

7

8

329.91

330.23

3

3

0

.

4

2

330.55

329.75

329.50

3

3

0

.

0

6

3

3

0

.

2

0

329.87

330.52

330.65

330.57

330.08

330.58 IPS 0.65

330.53

3

3

0

.

4

3

330.39

329.94

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

\

3

3

2

.

6

8

J

S

1

3

3

2

.

6

4

J

S

1

3

3

2

.

7

2

J

S

1

.

R

RAMP

3 DOWN PIPES

Ă 90mm

SHED

GRATE

INV=329.54

GRATE

INV=329.44

GRATE

INV=329.08

SUMP

INV=329.23

GRATE

INV=331.39

GRATE

INV=331.35

SEPTIC TANK

LID = 331.69

B

R

I

C

K

W

A

L

L

SHED

WASHING BAY

CONCRETE FLOOR

SHED

INLET

PIPE Ă375mm

\

\

\

DOWN PIPE

Ă 75mm

COMPRESSOR

SHED

SHED

CONCRETE

SUMP

CONCRETE

CONC]

OLD WOOD

BRIDGE

SPOON

DRAIN

SUMP LID

WELDED CLOSED

CONC] PIPE

Ă 900mm

INV=329.67

R

E

T

A

I

N

I

N

G

W

A

L

L

IRREGULAR

OPEN SUMP

CONC] PIPE

Ă 900mm

INV=328.44

TBM

NAIL IN PAVERS

RL=333.35

A1

D15508

A2

D15508

A601

D88498

A602

D88498

A603

D88498

A91

F206866

A

D

E

L

A

I

D

E

R

O

A

D

BOX CULVERT

800 x 2200

B

D

Y

B

D

Y

B

D

Y

B

D

Y

B

D

Y

B

D

Y

B

D

Y

S

W

S

W

S

W

BITUMEN

BITUMEN

BITUMEN

LOCATED BY

PPS 19/12/16

3

2

8

.

2

7

3

2

8

.

5

3

3

2

8

.

5

7

328.46

3

2

8

.

4

4

328.40

3

2

8

.

4

3

3

2

8

.

3

2

3

2

8

.

2

3

329.22

329.00

328.95

329.29

329.29

0 10

5 15

20

DETAIL PLAN

NOTES

METRES

SCALE

ALLOTMENT 1 & 2 IN D15508 &

MT BARKER

CLIENT

ADELAIDE ROAD MT BARKER

DC MT BARKER

HEIGHTS ARE AHD

DATUM: MGA 94

SCALE 1:200 @A1

DATE

REFERENCE No]

REVISION

FIELD

DRAWN

CHECK

ALLOTMENT 601,602 & 603 IN D88498

19/12/16

16079

01

SF

SF

SF

LEGEND

BANK BOTTOM

BANK TOP

BUSH

DOWN PIPE

S

W

GUTTER

IP SEPTIC

KERB

LIGHT POLE

FENCE

\ \

PSM

STATION

TREE

BOUNDARIES ARE APPROXIMATE ONLY

SEE CT FOR EASMEMENT DETAILS


Appendix B DPTI Stormwater

Infrastructure Drawings

no w

arran

ty is

made f

or the

accu

racy o

f this

drawing

- the

user

relies

on th

is dra

wing at

their

own r

isk

no w

arran

ty is

made f

or the

accu

racy o

f this

drawing

- the

user

relies

on th

is dra

wing at

their

own r

isk

no w

arran

ty is

made f

or the

accu

racy o

f this

drawing

- the

user

relies

on th

is dra

wing at

their

own r

isk

no w

arran

ty is

made f

or the

accu

racy o

f this

drawing

- the

user

relies

on th

is dra

wing at

their

own r

isk

no w

arran

ty is

made f

or the

accu

racy o

f this

drawing

- the

user

relies

on th

is dra

wing at

their

own r

isk

no w

arran

ty is

made f

or the

accu

racy o

f this

drawing

- the

user

relies

on th

is dra

wing at

their

own r

isk

no w

arran

ty is

made f

or the

accu

racy o

f this

drawing

- the

user

relies

on th

is dra

wing at

their

own r

isk

-35.063918 138.854270

no w

arran

ty is

made f

or the

accu

racy o

f this

drawing

- the

user

relies

on th

is dra

wing at

their

own r

isk


Appendix C CCTV Report

Plumbing & Pipeline Solutions Grove Ave

Marleston SA 5033Tel.: 08 8297 1000Fax: 08 8297 0088

Email: [email protected]

Table of contentsProject Name: Project number: Date: Contact:

Mt Barker Council Hill St & A 19/12/2016

Profile Report 40

Inspection Summary 41

Inspection: 19.12.2016

Project Information 46

Legend of Classification 47

Section: 1, Head Wall Hill Street --- 1A 48

Section: 2, Crash Repair --- Out fall 50 A 60

Section: 3, Adelaide Rd 375 pipe --- Crash repairer 68


Marleston SA 5033 Tel:

Website: www.ppssa.com.auEmail: [email protected]

City :

åÆ / Main sectionsProject name Project Number: Responsible: Date:

Mt Barker Council Hill St & Adel Rd s 19/12/2016

Mt Barker Council Hill St & Adel Rd storm water 19.12.2016 // Page: 40

No. Start MH End MH Date Location/Street Tape No. Material m (m)

2 Crash Repair Out fall 50 A 19/12/2016 Car park Reinforced concrete 51.70 51.70

Pipe size: CIRCULAR 900 = 51.7 m (51.7 m)


1 Head Wall Hill Street 1A 19/12/2016 Hill Street Reinforced concrete 62.80 62.80

Pipe size: CIRCULAR 1200/0 = 62.8 m (62.8 m)


3 Adelaide Rd 375pipe

Crash repairer 19/12/2016 Adelaide Rd Brickwork 50.00 50.00

Pipe size: RECTANGULAR 800/2200 = 50 m (50 m)

All sections = 164.5 m (164.5 m)


Marleston SA 5033Tel.:

Website: www.ppssa.com.auEmail [email protected]

Inspection summaryProject Name: Project number: Date: Contact:

Mt Barker Council Hill St &Adel Rd storm water 19.12.2

19/12/2016


Please find per enclosure the inspection report

Total Length of sewer network 101.70 m

Inspected Length of sewer network 101.70 m

Not inspected Length of sewer network 0.00 m

Total Length of house connections (satellite) 0.00 m

Inspected Length of house connections (satellite) 0.00 m

Not inspected Length of house connections (satellite) 0.00 m

Number of Sections 2

Number of house connections 0

Number of Photos 95

Inspection SummaryDate: Responsible:

19/12/2016



19/12/2016


Sewer Reference: Section length: 62.80 mSection Numer: 1 Pipe Width: 0 mmUS MH: Head Wall Hill Street Material Reinforced concreteDS MH: 1A Shape: Circular

Head Wall Hill Street 0.00 STIO Start node, inspection opening, Nodename: Head Wall HillStreet ,

0.00 WLC Water level, clear flow (the invert is visible), depth 0%

0.90 GPF General photograph, the camera is pointing in the direction oftravel (forward), SEP, at 12 o'clock

10.40 GPF General photograph, the camera is pointing in the direction oftravel (forward), SEP, at 12 o'clock

10.50 GPF General photograph, the camera is pointing in the direction oftravel (forward) , at 12 o'clock

16.10 GVF General video clip, camera pointing in direction of travel(forward) , restart of video, at 12 o'clock

16.10 JDL Joint displaced longitudinaly, longitudinal displacement10-20mm

0.5;

16.10 VV Void visible through defect, at joint 60;

16.10 IR Infiltration, running , at 4 o'clock ; 2

16.10 LL The conduit curves to the left



25.80 LR The conduit curves to the right

26.80 CNGO Connection, good workmanship, connection appears to beopen, height 100mm , at 12 o'clock

34.60 SS Spalling of the conduit fabric, bricks, localized chipping of oneor more of each, at joint, Obstruction: <5% , at 2 o'clock

20;

42.60 GVF General video clip, camera pointing in direction of travel(forward) , restart of video, at 12 o'clock

42.60 CNPO Connection, poor workmanship, connection appears to beopen , height 100mm , Approx

42.60 CNGO Connection, good workmanship, connection appears to beopen, height 75mm , at 12 o'clock, Approx



0.5;


19/12/2016


58.60 VV Void visible through defect, at joint 60;

58.60 OBJ Obstruction, an object is wedged in the joint , reduction in crosssectional area: <5%, Stick, at 5 o'clock

60.40 CNGO Connection, good workmanship, connection appears to be open,height 100mm , at 12 o'clock, Approx

60.50 DES Fine sediments, sand or silt in the invert , Obstruction: 5-20% , from 5to 7 o'clock

; 30

62.80 SAOB Inspection (survey) abandoned, obstruction , unable to pass silt1A


19/12/2016


Sewer Reference: Section length: 51.70 mSection Numer: 2 Pipe Width:US MH: Crash Repair Material Reinforced concreteDS MH: Out fall 50 A Shape: Circular

Out fall 50 A 0.00 STO Start node, outfall, Nodename: Out fall 50 A



7.40 CNPO Connection, poor workmanship, connection appears to beopen , height 100mm


12.00 GPF General photograph, the camera is pointing in the direction oftravel (forward), GIP, at 12 o'clock

14.30 CNPO Connection, poor workmanship, connection appears to beopen , height 100mm , Approx



2;


36.60 OBZ Obstruction, some other object is lying in the invert , reductionin cross sectional area: 5-20%, debris and tree branch, at 6o'clock

; 30


44.00 IS Infiltration, sweating, at joint , at 4 o'clock ; 0


51.70 FHO Finish node, outfall or culvert headwall, Nodename: CrashRepair

Crash Repair


19/12/2016


Sewer Reference: Section length: 50.00 mSection Numer: 3 Pipe Width: 2200 mmUS MH: Adelaide Rd 375 pipe Material BrickworkDS MH: Crash repairer Shape: Rectangular

Crash repairer 0.00 STO Start node, outfall, Nodename: Crash repairer


0.00 CLW Longitudinal wall crack , width 2mm , at 6 o'clock, Start

0.00 GPF General photograph, the camera is pointing in the direction oftravel (forward), sleepers for roof, at 12 o'clock

8.60 CNGO Connection, good workmanship, connection appears to beopen, height 100mm , at 12 o'clock, Approx looks to be IP





33.50 CNGO Connection, good workmanship, connection appears to beopen, height 100mm , at 12 o'clock, Approx GIP

40.50 IS Infiltration, sweating , at 5 o'clock, Start

40.80 SH Hole in wall , Obstruction: <5% , at 3 o'clock


48.90 GPF General photograph, the camera is pointing in the direction oftravel (forward), where water is comming from, at 7 o'clock

48.90 JNGO Junction open, good workmanship, height 375mm , at 9o'clock

49.40 CNGO Connection, good workmanship, connection appears to beopen, height 90mm , at 7 o'clock, Approx appears to be AGpipe

50.00 IS Infiltration, sweating , at 5 o'clock, End ; 0

50.00 CLW Longitudinal wall crack , width 2mm , at 6 o'clock, End 250;

50.00 FHC Finish node, major connection without a maintenancestructure, Nodename: Adelaide Rd 375 pipe

Adelaide Rd 375 pipe


Marleston SA 5033Tel: 08 8297 1000Fax: 08 8297 0088

Email: [email protected]

Project informationProject name Project number: Contact: Date :



Client:Contact Name:Department:Po Box:Street:City:Telephone:Fax:Mobile:E-mail:

Mt Barker CouncilMegan

Site:Contact Name:Department:Po Box:Street:City:Telephone:Fax:Mobile:E-mail:

Plumbing & Pipeline SolutionsMr. Chris HamsCCTV Opperator732Grove AveMarleston08 8297 1000

0418 348 [email protected]

ContractorContact Name:Department:Po Box:Street:City:Telephone:Fax:Mobile:E-mail:

Plumbing & Pipeline SolutionsMr. Brenton LewisHead Office45Grove AveMarleston SA 503308 8297 100008 8297 0088

[email protected]


Marleston SA 5033Tel: 08 8297 1000Fax: 08 8297 0088

Email [email protected]

Grade Defect Guide and RecommendationsProject Name : Project number: Contact: Date :



1: These codes describe the physical condition of the sewer and the severity of the damage

STRUCTURAL CONDITION

2: These codes describe the capability of the sewer to meet its service requirements andindicate loss of capacity, potential for blockage and watertightness

SERVICE DEFECTS

3: These codes define features relating to the construction of the sewer

CONSTRUCTIONAL FEATURES

4: These codes define general items concerning the sewer

MISCELLANEOUS FEATURES

5: Collapsed or collapse imminent

Brick Sewers: Already collapsed, Missing Invert,Deformation >10% and fractured,Displaced/hanging brickwork and deformation <10%, Extensive areas of missingbrickwork Clayware, concrete and plastic pipe sewers: Already collapsed, Deformation>10% and brok


Marleston SA 5033Tel:

www.ppssa.com.auEmail: [email protected]

WSA assessmentDate: Asset owner's job ref.: Asset Owner: Operator : Section number: Pipe Asset Id:

Time of inspection: Cleaning: Standard: LRP Conduit Unit Length Method of Inspection

Town: Catchment: US MH:Suburb: Asset Owner: Survey Dir:Street: Precipitation.: DS MH:Asset Location Flow control Inspect Lenght :

Purpose of inspection : Shape :Use of Conduit: Dia/Height:Type of Conduit: Width:Lining Method: Pipe Material:

Remarks :

19/12/2016 Mt Barker council Chris Hams 1

08:35:15 not cleaned WSA 05-2008 2.2 Inside Face of the Wall Television Camera

Mt BarkerHill StreetEasement

Mt Barker councilNoNo measures

Head Wall Hill StreetDownstream1A62.80 m

Routine InspectionStorm WaterGravity

Circular1200 mm0 mmReinforced concrete

1:500 Position Code Observation Str Rate


0.00 STIO Start node, inspection opening, Nodename:Head Wall Hill Street ,

0.00 WLC Water level, clear flow (the invert is visible),depth 0%

0.90 GPF General photograph, the camera is pointing inthe direction of travel (forward), SEP, at 12o'clock

10.40 GPF General photograph, the camera is pointing inthe direction of travel (forward), SEP, at 12o'clock

10.50 GPF General photograph, the camera is pointing inthe direction of travel (forward) , at 12 o'clock

16.10 GVF General video clip, camera pointing in directionof travel (forward) , restart of video, at 12 o'clock

16.10 JDL S 0.5Joint displaced longitudinaly, longitudinaldisplacement 10-20mm

16.10 VV S 60Void visible through defect, at joint

16.10 IR M 2Infiltration, running , at 4 o'clock




25.80 LR The conduit curves to the right

26.80 CNGO Connection, good workmanship, connectionappears to be open, height 100mm , at 12o'clock

34.60 SS S 20Spalling of the conduit fabric, bricks, localizedchipping of one or more of each, at joint,Obstruction: <5% , at 2 o'clock

Head Wall Hill Street

0 m

0 m

0.9 m

0.9 m

10.4 m


City : Marleston SA 5033Tel:


City :

Inspection ReportDate : Job number : Weather : Operator : Counter : Pipe Asset Id :

Present : Vehicle : Camera : Preset : Cleaned : Rate :19/12/2016 No Chris Hams 1

Orpheus not cleaned



42.60 GVF General video clip, camera pointing in directionof travel (forward) , restart of video, at 12 o'clock

42.60 CNPO Connection, poor workmanship, connectionappears to be open , height 100mm , Approx

42.60 CNGO Connection, good workmanship, connectionappears to be open, height 75mm , at 12 o'clock,Approx


58.60 JDL S 0.5Joint displaced longitudinaly, longitudinaldisplacement 10-20mm

58.60 VV S 60Void visible through defect, at joint

58.60 OBJ Obstruction, an object is wedged in the joint ,reduction in cross sectional area: <5%, Stick, at5 o'clock

60.40 CNGO Connection, good workmanship, connectionappears to be open, height 100mm , at 12o'clock, Approx

60.50 DES M 30Fine sediments, sand or silt in the invert ,Obstruction: 5-20% , from 5 to 7 o'clock

62.80 SAOB Inspection (survey) abandoned, obstruction ,unable to pass silt

STR no def STR peak STR mean STR total STR grade SER no def SER peak SER mean SER total SER grade5 60.5 2.25 141 5 2 30 0.51 32 3




Inspection PicturesLocation/Street Town or suburb: Date : Section number: Sewer Ref.:

Hill Street 19/12/2016 1


Photo: 1_1_1_A.JPG0m, Start node, inspection opening, Nodename: Head Wall Hill Street ,

Photo: 1_1_47_A.JPG0m, Water level, clear flow (the invert is visible), depth 0%

Photo: 1_1_48_A.JPG0.9m, General photograph, the camera is pointing in the direction of travel (forward), SEP, at 12 o'clock

Photo: 1_1_48_B.JPG0.9m, General photograph, the camera is pointing in the direction of travel (forward), SEP, at 12 o'clock







Photo: 1_1_49_A.JPG10.4m, General photograph, the camera is pointing in the direction of travel (forward), SEP, at 12 o'clock

Photo: 1_1_49_B.JPG10.4m, General photograph, the camera is pointing in the direction of travel (forward), SEP, at 12 o'clock

Photo: 1_1_50_A.JPG10.5m, General photograph, the camera is pointing in the direction of travel (forward) , at 12 o'clock

Photo: 1_1_53_A.JPG16.1m, Joint displaced longitudinaly, longitudinal displacement 10-20mm







Photo: 1_1_54_A.JPG16.1m, Void visible through defect, at joint

Photo: 1_1_54_B.JPG16.1m, Void visible through defect, at joint

Photo: 1_1_55_A.JPG16.1m, Infiltration, running , at 4 o'clock

Photo: 1_1_55_B.JPG16.1m, Infiltration, running , at 4 o'clock







Photo: 1_1_56_A.JPG16.1m, The conduit curves to the left

Photo: 1_1_56_B.JPG16.1m, The conduit curves to the left

Photo: 1_1_57_A.JPG20.3m, Water level, clear flow (the invert is visible), depth 5%








Photo: 1_1_58_B.JPG25.8m, General photograph, the camera is pointing in the direction of travel (forward) , at 12 o'clock

Photo: 1_1_59_A.JPG25.8m, The conduit curves to the right

Photo: 1_1_60_A.JPG26.8m, Connection, good workmanship, connection appears to be open, height 100mm , at 12 o'clock

Photo: 1_1_60_B.JPG26.8m, Connection, good workmanship, connection appears to be open, height 100mm , at 12 o'clock







Photo: 1_1_61_A.JPG34.6m, Spalling of the conduit fabric, bricks, localized chipping of one or more of each, at joint, Obstruction: <5% , at 2 o'clock

Photo: 1_1_61_B.JPG34.6m, Spalling of the conduit fabric, bricks, localized chipping of one or more of each, at joint, Obstruction: <5% , at 2 o'clock

Photo: 1_1_62_A.JPG42.6m, Connection, poor workmanship, connection appears to be open , height 100mm , Approx

Photo: 1_1_62_B.JPG42.6m, Connection, poor workmanship, connection appears to be open , height 100mm , Approx







Photo: 1_1_63_A.JPG42.6m, Connection, good workmanship, connection appears to be open, height 75mm , at 12 o'clock, Approx

Photo: 1_1_63_B.JPG42.6m, Connection, good workmanship, connection appears to be open, height 75mm , at 12 o'clock, Approx

Photo: 1_1_65_A.JPG55.6m, The conduit curves to the left

Photo: 1_1_65_B.JPG55.6m, The conduit curves to the left








Photo: 1_1_67_A.JPG58.6m, Void visible through defect, at joint

Photo: 1_1_67_B.JPG58.6m, Void visible through defect, at joint

Photo: 1_1_68_A.JPG58.6m, Obstruction, an object is wedged in the joint , reduction in cross sectional area: <5%, Stick, at 5 o'clock







Photo: 1_1_68_B.JPG58.6m, Obstruction, an object is wedged in the joint , reduction in cross sectional area: <5%, Stick, at 5 o'clock



Photo: 1_1_70_A.JPG60.5m, Fine sediments, sand or silt in the invert , Obstruction: 5-20% , from 5 to 7 o'clock







Photo: 1_1_70_B.JPG60.5m, Fine sediments, sand or silt in the invert , Obstruction: 5-20% , from 5 to 7 o'clock

Photo: 1_1_71_A.JPG62.8m, Inspection (survey) abandoned, obstruction , unable to pass silt

Photo: 1_1_71_B.JPG62.8m, Inspection (survey) abandoned, obstruction , unable to pass silt








Remarks :



Mt BarkerCar parkEasement


Crash Repair UpstreamOut fall 50 A51.70 m


Circular900 mm

Reinforced concrete



0.00 STO Start node, outfall, Nodename: Out fall 50 A



7.40 CNPO Connection, poor workmanship, connectionappears to be open , height 100mm


12.00 GPF General photograph, the camera is pointing inthe direction of travel (forward), GIP, at 12o'clock

14.30 CNPO Connection, poor workmanship, connectionappears to be open , height 100mm , Approx


16.90 JDL S 2Joint displaced longitudinaly, longitudinaldisplacement 21-30mm


36.60 OBZ M 30Obstruction, some other object is lying in theinvert , reduction in cross sectional area: 5-20%,debris and tree branch, at 6 o'clock


44.00 IS M 0Infiltration, sweating, at joint , at 4 o'clock


51.70 FHO Finish node, outfall or culvert headwall,Nodename: Crash Repair

Out fall 50 A

0 m

0 m

0.7 m

0.7 m

7.4 m

Crash Repair

STR no def STR peak STR mean STR total STR grade SER no def SER peak SER mean SER total SER grade1 2 0.04 2 1 2 30 0.58 30 3





Car park 19/12/2016 2


Photo: 3_3_13_A.JPG0m, Start node, outfall, Nodename: Out fall 50 A








Car park 19/12/2016 2


Photo: 3_3_16_A.JPG7.4m, Connection, poor workmanship, connection appears to be open , height 100mm

Photo: 3_3_16_B.JPG7.4m, Connection, poor workmanship, connection appears to be open , height 100mm


Photo: 3_3_18_A.JPG12m, General photograph, the camera is pointing in the direction of travel (forward), GIP, at 12 o'clock





Car park 19/12/2016 2


Photo: 3_3_18_B.JPG12m, General photograph, the camera is pointing in the direction of travel (forward), GIP, at 12 o'clock

Photo: 3_3_19_A.JPG14.3m, Connection, poor workmanship, connection appears to be open , height 100mm , Approx

Photo: 3_3_19_B.JPG14.3m, Connection, poor workmanship, connection appears to be open , height 100mm , Approx






Car park 19/12/2016 2




Photo: 3_3_21_B.JPG16.9m, Joint displaced longitudinaly, longitudinal displacement 21-30mm

Photo: 3_3_22_A.JPG25.6m, General photograph, the camera is pointing in the direction of travel (forward), GIP, at 12 o'clock





Car park 19/12/2016 2


Photo: 3_3_22_B.JPG25.6m, General photograph, the camera is pointing in the direction of travel (forward), GIP, at 12 o'clock

Photo: 3_3_23_A.JPG36.6m, Obstruction, some other object is lying in the invert , reduction in cross sectional area: 5-20%, debris and treebranch, at 6 o'clock

Photo: 3_3_23_B.JPG36.6m, Obstruction, some other object is lying in the invert , reduction in cross sectional area: 5-20%, debris and treebranch, at 6 o'clock

Photo: 3_3_24_A.JPG38.2m, General photograph, the camera is pointing in the direction of travel (forward), GIP, at 12 o'clock





Car park 19/12/2016 2


Photo: 3_3_24_B.JPG38.2m, General photograph, the camera is pointing in the direction of travel (forward), GIP, at 12 o'clock

Photo: 3_3_25_A.JPG44m, Infiltration, sweating, at joint , at 4 o'clock

Photo: 3_3_25_B.JPG44m, Infiltration, sweating, at joint , at 4 o'clock






Car park 19/12/2016 2



Photo: 3_3_27_A.JPG51.7m, Finish node, outfall or culvert headwall, Nodename: Crash Repair

Photo: 3_3_27_B.JPG51.7m, Finish node, outfall or culvert headwall, Nodename: Crash Repair








Remarks :



Mt Barker Adelaide RdEasement


Adelaide Rd 375 pipeUpstreamCrash repairer50.00 m


Rectangular800 mm2200 mmBrickwork



0.00 STO Start node, outfall, Nodename: Crash repairer


0.00 S1 CLW Longitudinal wall crack , width 2mm , at 6 o'clock,Start

0.00 GPF General photograph, the camera is pointing inthe direction of travel (forward), sleepers for roof,at 12 o'clock

8.60 CNGO Connection, good workmanship, connectionappears to be open, height 100mm , at 12o'clock, Approx looks to be IP





33.50 CNGO Connection, good workmanship, connectionappears to be open, height 100mm , at 12o'clock, Approx GIP

40.50 S2 IS Infiltration, sweating , at 5 o'clock, Start



Crash repairer

0 m

0 m

0 m

0 m

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City : Marleston SA 5033Tel:


City :

Inspection ReportDate : Job number : Weather : Operator : Counter : Pipe Asset Id :

Present : Vehicle : Camera : Preset : Cleaned : Rate :19/12/2016 No Chris Hams 3

Orpheus not cleaned



48.90 GPF General photograph, the camera is pointing inthe direction of travel (forward), where water iscomming from, at 7 o'clock

48.90 JNGO Junction open, good workmanship, height375mm , at 9 o'clock

49.40 CNGO Connection, good workmanship, connectionappears to be open, height 90mm , at 7 o'clock,Approx appears to be AG pipe

50.00 E2 IS M 0Infiltration, sweating , at 5 o'clock, End

50.00 E1 CLW S 250Longitudinal wall crack , width 2mm , at 6 o'clock,End

50.00 FHC Finish node, major connection without amaintenance structure, Nodename: Adelaide Rd375 pipe

Adelaide Rd 375 pipe

STR no def STR peak STR mean STR total STR grade SER no def SER peak SER mean SER total SER grade1 5 5 250 4 1 0 0 0 1




Inspection PicturesLocation/Street Town or suburb: Date : Section number: Sewer Ref.:Adelaide Rd 19/12/2016 3


Photo: 4_4_28_A.JPG0m, Start node, outfall, Nodename: Crash repairer


Photo: 4_4_30_A.JPG0m, Longitudinal wall crack , width 2mm , at 6 o'clock, Start

Photo: 4_4_30_B.JPG0m, Longitudinal wall crack , width 2mm , at 6 o'clock, Start






Photo: 4_4_31_A.JPG0m, General photograph, the camera is pointing in the direction of travel (forward), sleepers for roof, at 12 o'clock

Photo: 4_4_32_A.JPG8.6m, Connection, good workmanship, connection appears to be open, height 100mm , at 12 o'clock, Approx looks to be IP

Photo: 4_4_32_B.JPG8.6m, Connection, good workmanship, connection appears to be open, height 100mm , at 12 o'clock, Approx looks to be IP










Photo: 4_4_35_A.JPG24m, Connection, good workmanship, connection appears to be open, height 75mm , at 1 o'clock, Approx






Photo: 4_4_35_B.JPG24m, Connection, good workmanship, connection appears to be open, height 75mm , at 1 o'clock, Approx



Photo: 4_4_37_A.JPG33.5m, Connection, good workmanship, connection appears to be open, height 100mm , at 12 o'clock, Approx GIP






Photo: 4_4_37_B.JPG33.5m, Connection, good workmanship, connection appears to be open, height 100mm , at 12 o'clock, Approx GIP

Photo: 4_4_38_A.JPG40.5m, Infiltration, sweating , at 5 o'clock, Start

Photo: 4_4_38_B.JPG40.5m, Infiltration, sweating , at 5 o'clock, Start

Photo: 4_4_39_A.JPG40.8m, Hole in wall , Obstruction: <5% , at 3 o'clock






Photo: 4_4_39_B.JPG40.8m, Hole in wall , Obstruction: <5% , at 3 o'clock

Photo: 4_4_40_A.JPG44.4m, Hole in wall , Obstruction: <5% , at 3 o'clock

Photo: 4_4_40_B.JPG44.4m, Hole in wall , Obstruction: <5% , at 3 o'clock

Photo: 4_4_41_A.JPG48.9m, General photograph, the camera is pointing in the direction of travel (forward), where water is comming from, at 7o'clock






Photo: 4_4_42_A.JPG48.9m, Junction open, good workmanship, height 375mm , at 9 o'clock

Photo: 4_4_43_A.JPG49.4m, Connection, good workmanship, connection appears to be open, height 90mm , at 7 o'clock, Approx appears to be AGpipe

Photo: 4_4_43_B.JPG49.4m, Connection, good workmanship, connection appears to be open, height 90mm , at 7 o'clock, Approx appears to be AGpipe

Photo: 4_4_46_A.JPG50m, Finish node, major connection without a maintenance structure, Nodename: Adelaide Rd 375 pipe






Photo: 4_4_46_B.JPG50m, Finish node, major connection without a maintenance structure, Nodename: Adelaide Rd 375 pipe


Appendix D Creek Inspection Photos

District Council of Mount Barker D‐1

South Eastern Freeway [1]

19 Cavanagh Street southern boundary [2]


22 Manor Crescent northern boundary [3]

22 Manor Crescent [4]


20A Manor Crescent [5]



81 Adelaide Road [7]



20A Manor Crescent ‐ SA Water Reserve [9]

16 Manor Crescent [10]


73A Adelaide Road [11]

73 Adelaide Road [12]


71A Adelaide Road [13]

Council Drain outlet, 69A Adelaide Road [14]


69A, 69 Adelaide Road [15]

2C Hill Street [16]


Hill Street culvert inlet [17]

Documents

District Council of Mount Barker Urban Reach Assessment · 5.1 Lower Reach (Hill Street to Druids Avenue) 13 5.2 Upper Reach (Freeway to Hill Street) 13 5.3 Subject Development Land