report type water supply concept design

DATE 13.03.2021

OUR REF. 0-20-21 REPORT

REPORT TYPE

Water Supply Concept Design PROJECT

Proposed Eidsvold Trunk Water Bypass – Concept Design CLIENT

North Burnett Regional Council

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PROJECT Proposed Eidsvold Trunk Water Bypass – Hydraulic Modelling

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DOCUMENT CONTROL

▪ TITLE: ▪

Project No: ▪ 0-20-21

Project Name: Proposed Eidsvold Trunk Water Bypass – Concept Design

Original Date of Issue: ▪ 10 March 2021

Project Manager: ▪ Brad Taylor

Author: Brad Taylor

Client: North Burnett Regional Council

Client Contact: ▪ Shaun Johnstone 0458 771 193

REVIEWED BY RPEQ RPEQ NO. SIGNED DATE

Brad Taylor

4533

March 2021

The information contained within this report is provided in good faith in the belief that no information, opinions, or recommendations made are misleading. All comments and opinions given in this report are based on information supplied by the client, their agent and third parties. © Copyright of McMurtrie Consulting Engineers Pty Ltd. No part of this document can be reproduced without the prior permission in writing of the Director of McMurtrie Consulting Engineers.

REVISION/CHECKING HISTORY

Revision No Date Checked By Issued By

A 29/03/21 Lachlan McMurtrie Brad Taylor

B - Final Shaun Johnstone Brad Taylor

DISTRIBUTION

Recipient No of Copies Method

1 PDF

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Abbreviations

ADWF Average Dry Weather Flow AC Asbestos Cement AD Average Day Water Demand AHD Australian Height Datum BWL Bottom Water Level DA Development Application DPI Department of Primary Industries DICL Ductile Iron Cement Lined Pipe DSS Desired Standards of Service EP Equivalent Person ET Equivalent Tenement GIS Geographic Information Systems HDPE Pipe Material (High Density Polyethylene (PE)) HGL Hydraulic Grade Line IDM Infrastructure Demand Model II Inflow and Infiltration IL Invert Level MCE McMurtrie Consulting Engineers MSCL Pipe Material (Mild Steel Cement Lined) NBRC North Burnett Regional Council NPV Net Present Value O&M Operation and Maintenance PWWF Peak Wet Weather Flow RM Rising Main SID Safety in Design SL Surface Level SPS Sewage Pump Station STP Sewage Treatment Plant TWL Top Water Level UPVC Unplasticised Poly Vinyl Chloride Pipe USD Ultimate Scheme Demand VSD Variable Speed Drives WSAA Water Services Association of Australia

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1 Contents

Abbreviations.......................................................................................................................................................... 3

1 EXECUTIVE SUMMARY .................................................................................................................................... 5

2 PURPOSE ......................................................................................................................................................... 6

3 Background ..................................................................................................................................................... 6

3.1 SITE DESCRIPTION .................................................................................................................................... 6

3.2 Project Objectives and client brief........................................................................................................... 7

3.3 scope of works and report deliverables .................................................................................................. 7

3.4 Distribution network characteristics ....................................................................................................... 7

3.5 Methodology............................................................................................................................................ 8

4 STANDARDS, GUIDELINES AND ASSUMPTIONS ............................................................................................. 8

4.1 Design Criteria .......................................................................................................................................... 8

4.2 Survey Summary ...................................................................................................................................... 9

4.3 Geotechnical Summary ............................................................................................................................ 9

4.4 ROUTE SELECTION ................................................................................................................................. 10

4.5 Pipe Material .......................................................................................................................................... 12

4.6 Major project Risks ................................................................................................................................ 13

4.7 safety in design ...................................................................................................................................... 13

4.8 budget estimate ..................................................................................................................................... 13

5 CONCEPT DESIGN ......................................................................................................................................... 13

6 CONCLUSIONS .............................................................................................................................................. 14

7 RECOMMENDATIONS ................................................................................................................................... 14

8 APPENDICIES ................................................................................................................................................. 15

8.1 Appendix 1 – RMA Geotechnical Report (attached) ............................................................................. 15

8.2 Appendix 2 – Safety in Design Report ................................................................................................... 17

8.3 Appendix 3 – Budget Estimate ............................................................................................................... 22

8.4 Appendix 4 – Concept Drawings (attached) .......................................................................................... 26

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1 EXECUTIVE SUMMARY

McMurtrie Consulting Engineers (MCE) have been commissioned by North Burnett Regional Council (NBRC) to prepare a concept design of the proposed trunk water bypass design of the main trunk feed line running 760 m on the eastern side of the Eidsvold – Theodore Highway immediately below the existing Reservoir No.1. The existing exposed asbestos cement (AC) 150 mm diameter pipelines that connect the Eidsvold No. 1 Reservoir to the towns water network have reached the end of their useful lives. There have been many breaks that have required urgent repairs and the reliability of the water supply to Eidsvold residents has been put in jeopardy. In addition, the pipelines run on private property without established easements. North Burnett Regional Council have a strategy to replace the reservoir mains but would prefer in the short term to establish a bypass around the reservoir to allow a guaranteed supply of water to the town in the event that more breaks occur. Hydraulic modelling simulation of the proposed bypass has been completed and based on the modelling it can be concluded that the proposed 150 mm diameter bypass arrangement runs adequately in terms of flow and pressure to the network while operating at a maximum demand of 650,000 Litres per day and across a typical rural demand pattern. It was shown that the Reservoir No.2 constantly fills over the 24-hour simulation period while the pumps run continuously, and adequate flow and pressure can be provided at a disadvantaged hydrant. A concept design pipeline route has been developed on the north-eastern side of the main road to minimize the removal of trees and avoid hard rock by keeping the vertical alignment shallow and the horizontal alignment away from surface boulders. Keeping the pipe trench less than 1.1 m depth will provide most of the excavation to be carried out in sand soils and stiff clay materials based on the information supplied in the six geotechnical bores. HDPE pipe is recommended for most of the pipeline construction as the welded joints generally provide restraint without the need for anchor blocks and it is the least expensive pipe material.

Major topographical and geotechnical constraints are associated with the crossing of the Harkness Boundary Creek gully. After considering options to cross the gully using aerial and underground construction it has been determined that the optimum option is provided by placing DICL pipes on piers above the hard rock zone associated with Harkness Creek. A budget estimate has been prepared for the project and this provides that the project is expected to cost approximately $537,000 exclusive of gst. It is recommended that when the proposed bypass is used instead of the Reservoir No.1 system that the control logic of the WTP pump is changed so that a pre-set level in Reservoir No.2 shuts down the WTP pump and restarts the pump when a lower pre-set level is reached. A Safety in Design assessment has also been undertaken for this concept design and it is expected that recommendations will be provided to contractors to inform the final design and construction of the bypass.

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2 PURPOSE

The purpose of this document is to investigate and report on the design of the proposed 150mm diameter bypass around the Eidsvold No. 1 Reservoir at a low level along the Eidsvold Theodore main road.

3 Background

3.1 SITE DESCRIPTION The site of the proposed bypass is located along the Eidsvold – Thoedore Highway immediately below the existing Reservoir No.1 as shown in Diagram 1 below.

Diagram 1 – Location of proposed 150 mm diameter trunk water bypass pipeline The existing exposed asbestos cement (AC) 150 mm diameter pipelines that connect the Eidsvold No. 1 Reservoir to the towns water network have reached the end of their useful lives. There have been many breaks that have required urgent repairs and the reliability of the water supply to Eidsvold residents has been put in jeopardy. In addition, the pipelines run on private property without established easements. North Burnett Regional Council have a strategy to replace the reservoir mains but would prefer in the short term to establish a bypass around the reservoir to allow a guaranteed supply of water to the town in the event that more breaks occur. The proposed pipeline will be required to convey water flow 15 L/s. The establishment of the main will also provide time for formal easements to be developed for the reservoir pipelines. Regular reservoir cleaning is also proposed to improve water quality and the proposed bypass pipeline will provide water security while the reservoir is offline.

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3.2 PROJECT OBJECTIVES AND CLIENT BRIEF NBRC requires MCE to concept design the proposed water bypass to facilitate an immediate improvement in the reliability water supply to Eidsvold. It is expected that MCE will provide;

• a design of the proposed bypass to assist NBRC to undertake the execution of the project

• develop a budget estimate of the proposed bypass

3.3 SCOPE OF WORKS AND REPORT DELIVERABLES The Scope of Works for this project is to develop a design of the proposed bypass. This project report will provide the following deliverables;

• Assumptions • Survey • Geotechnical Information • Assessment • Conclusions • Recommendations

3.4 DISTRIBUTION NETWORK CHARACTERISTICS The existing water distribution network consists of the following elements;

• Bore water is treated, stored and pump from the Water Treatment Plant (WTP) on Ross Crossing Rd into a 150 mm diameter AC pipeline.

• The WTP pumps are two duty standby Grundfos CR64-3-A-F-A type pumps with Variable Speed Drive motor control. The pumps are currently set at 95% speed.

• A 150 mm diameter AC main delivers to water up to the Eidsvold No.1 Reservoir.

• The WTP pumps are controlled on and off by level switches in the No.1 Reservoir.

• A 150 mm diameter AC main delivers the water from the reservoir to the town’s 100 mm diameter AC distribution network and the No.2 Reservoir. The 150 mm diameter AC delivery line is controlled by an actuated valve that opens and closes based on the bottom and top water levels in the No.2 Reservoir.

• Most pipes are AC and will have a Hazen Williams friction factor of 125.

• A 762 m long 150 mm diameter pipeline is proposed to be constructed as the bypass. The bypass starts at the commencement of where the existing trunk main leaves the highway to ascend to Reservoir No.1. The bypass crosses the highway to follow an eastern alignment and then re-crosses the highway when it has reached the southern boundary of the hospital. The proposed site layout is shown on drawing number 0671920-1101 provided in Appendix 4.

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Diagram 1 below shows the key water distribution element information used in the hydraulic assessment.

3.5 METHODOLOGY The following methodology has been used to develop a design of the proposed bypass;

- Obtain detailed survey of the proposed route. - Obtain detailed geotechnical information regarding the route. - Propose a route that minimises construction constraints including geotechnical and topographical issues. - Prepare concept drawings - Undertake safety in design - Prepare Budget Estimate

4 STANDARDS, GUIDELINES AND ASSUMPTIONS

4.1 DESIGN CRITERIA

ITEM DESIGN CRITERIA VALUE Water Demand:

1 Existing Demand from WTP 13 TO 15 L/s

2 Ultimate Demand from WTP 15 L/s

3 Continual Demand Flow 10 L/s Water Main Design:

4 Flow Equation Pressure Mains – Hazen Williams

5 Hazen Williams friction factor 'C' C = 125 (Asbestos Cement )

6 Minimum Velocity C1 factored Flow 0.6 m/s

7 Maximum pressure 1200 kPA

8 Minimum Depth of cover (AC) 600 mm Table 3 – Design Criteria

WTP Storage TWL 195.0

Reservoir No. 1 TWL 237.5

Reservoir No. 2 TWL 234.5

Residential Demands450,000 L/day

Proposed 150 mm Diameter Bypass and control valves

Gru

nd

fos

Pu

mp

s

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The following standards, guidelines and assumptions have been considered in analysing the network, they include: • WSSA Codes of Practice • Australian Standards related to water supply infrastructure • Capricorn Development Management Guidelines • Australian Standard 3500.1 Plumbing and Drainage Code • SEQ Water and Sewerage Design and Construction Code

4.2 SURVEY SUMMARY A scope of survey work was issued to Bruce Serisier Surveys to carry out a DTM and feature survey of the proposed trunk bypass water corridor. The survey details included;

• Road edges and grade changes • Road furniture such as signs, guardrails etc • Detailed survey of any surface features such as batters, banks, gullies etc. • All visible services such as power poles and the overhead cable alignments, Telstra pits and markers, watermain

markers and valves etc. • Any additional features that may be relevant to a water pipeline project • Ground-truthed DCDB

The survey details were delivered in the following format;

• Digital survey file is preferred as .12da format however .dxf or .dwg would be acceptable • Plans of the survey in .pdf • Comprehensive and detailed photos of corridor and relevant features • UAV based georeferenced aerial images.

4.3 GEOTECHNICAL SUMMARY RMA Soils were requested to undertake a geotechnical assessment within the TMR road reserve of the Eidsvold Theodore Road, Eidsvold. The RMA report is provided in Appendix 1. The field investigation was completed on the 3rd February 2021. The scope of services included:

• Desktop study including geological maps

• Outline of the fieldwork undertaken

• Locations of the borehole

• Borehole logs (which shows the groundwater levels if groundwater is encountered)

• Foundation soil reactivity in accordance with AS2870-2011 “Residential Slabs and Footings”

• Assessment of the soil strength and bearing parameters

• Excavatability of the subsurface materials

• Trenching / Excavation characteristics

• Earthworks recommendations

• Material reuse

• Other potential construction issues The subsurface investigation comprised six boreholes. These encountered firm to stiff silts, stiff clays and variable weathered granite bedrock and granite cobbles & boulders.

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The alignment is sparsely to densely vegetated with short to tall grasses and small to large trees. Embankment fill and bedrock boulders were observed in the northern section of the alignment. Harkness Boundary Creek was observed in the northern section, located to the east of the proposed alignment. A culvert was located in this section for access to properties to the east. The creek banks on the south western side of the culvert are gently undulating. The creek banks on the north western side are steep. The watercourse is generally narrow. A road embankment was observed on the southern and eastern side of the Eidsvold Theodore Road and a cut batter was observed in the northern section on the north western side of this road. The trenches proposed for the water pipe installation may be up to 1.5m in depth. Based on the excavatability of the subsurface materials, it is anticipated that trenches to this depth can be excavated within the subsurface soils. Some excavation difficulty may be encountered where granite boulders and moderately to slightly weathered granite is encountered. The subsurface profile consists of a range of materials which will behave differently during trench excavation and subsequent installation of services. The silt material which is up to 0.7m thick was encountered at the surface of the boreholes. This material will generally be unstable where battered to >1H:1.2V. The silt material should be benched to avoid stability issues. The clay material has a consistency of stiff with thicknesses of up to 2.0m. It was encountered in at all levels within the boreholes. Clay materials tend to be generally stable where battered to vertical, however the stability decreases as the materials dry out. The highly weathered granite material encountered has a consistency of dense clay with thicknesses of up to 1.0m. It was encountered in the lower levels of some of the boreholes. The granite materials tend to be generally stable where battered to vertical, however the stability decreases as the materials dry out. Across the six boreholes a wide range of material was encountered including firm to stiff silts, stiff clays and variable weathered granite bedrock and granite cobbles & boulders. Laboratory testing indicated the clays have medium to high plasticity. The topography across alignment ranges from gently undulating to steep terrain. The steep terrain is located on the north western bank of Harkness Boundary Creek. Harkness Boundary Creek is positioned to the east of the alignment and it is recommended that the alignment avoids this area. Potential geotechnical hazards include:

• Potentially unrippable in some locations deeper than 1.1 m

• Slightly to moderately weathered granite

• Variable size granite cobbles & boulders through the subsurface profile Culverts

• Harkness Boundary Creek These potential issues are constrained to the northern section of the alignment

4.4 ROUTE SELECTION The bypass needs to commence at the intersection of the existing 150mm AC main on the southern side of the Reservoir and Eidsvold-Theodore ROAD. The connection to the existing main will require 3 flange adaptors, 3 sluice valves, 1 tee and 2 hydrants. This configuration will provide NBRC with good operational capability in selecting the bypass or the Reservoir feedline and being able to scour the pipes while not in use. A similar configuration will be required at the northern end of the bypass to connect to the existing main running on the northern side of the Eidsvold-Thoedore Road towards the Hospital. Diagrams 2 and 3 below outline the requirements for connections to the existing pipework. A pipeline route has been selected on the north-eastern side of the main road to minimize the removal of trees and avoid hard rock by keeping the vertical alignment shallow and the horizontal alignment away from surface boulders. Keeping the pipe trench less than 1.1 m depth will provide most of the excavation to be carried out in sand soils and stiff clay materials based on the information supplied in the six geotechnical bores.

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Diagram 2 – Southern connection to existing main

Diagram 3 – Northern connection to existing main

Bypass

To R

ese

rvo

ir

From WTP

Eidsvold - Theodore Road

Fro

m R

ese

rvo

ir

To Eisdvold

Byp

ass

Eidsvold - Theodore Road

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Major topographical and geotechnical constraints are associated with the crossing of the Harkness Boundary Creek gully. After considering options to cross the gully using aerial and underground construction it has been determined that the optimum option is provided by placing DICL pipes on piers above the hard rock zone associated with Harkness Creek. Connection work will require NBRC support for the scouring of mains and outage planning to meet customer service requirements. It is expected that the connections may need to be undertaken during night-time off peak periods.

4.5 PIPE MATERIAL Four pipe materials have been considered for this renewal project;

• uPVC (Un-Plasticised Polyvinylchloride)

• DICL (Ductile Iron Cement Lined)

• MSCL (Mild Steel Cement Lined)

• HDPE (High Density Polyethylene)

uPVC is commonly used in residential subdivisions as a cost-effective water pipeline up to 300 mm diameter. It has the benefit of being a lightweight material and is easy to lay in a trench using spigot and socket rubber ring jointing techniques. Bends are facilitated by using ductile iron fittings. uPVC is a flexible pipe and requires good bedding support and should not be placed in any situations where notches can be formed on the outside of the pipe which can cause weaknesses in the pipes pressure resistance. This pipe can become brittle and experience rapid crack propagation if exposed to UV radiation. uPVC has a history of cracking longitudinal under high pressures. Fire can also cause the pipe to combust or collapse. As there is a likelihood of this pipe being exposed to some angular rocks that may exist in the trenching and higher temperatures it is not recommended to be used for the renewal pipeline. Bends require anchor blocks to avoid the pipe from slipping out of a fitting if unrestrained. DICL is a very rigid metal pipeline with an internal cement lining supplied in 5.5 m lengths. It does have a disadvantage that it can be affected by corrosion, but this can be overcome by laying the pipe in a continuous plastic sleeve. DICL is highly resistant to notches or sharp impacts and not as sensitive to being poorly laid in a trench. DICL is resistant to sunlight and is not combustible. The internal surface has a higher friction value than the plastic pipes. However, this is evened out over time as slime layers build up on both types of pipes and the frictions become nearly equal. DICL is much more expensive than uPVC and is very resilient type of pipe provided it is not used in corrosive environments is correctly installed in a corrosion protection plastic sleeve. Bends require anchor blocks to avoid the pipe from slipping out of a fitting if unrestrained. DICL is heavy and not easy to lay. Mild Steel Concrete Lined pipe is generally coated with HDPE or is galvanized to prevent corrosion. As it is welded at the joints it does provide long lay lengths, can be thrust restrained. It needs to be cut and welded by specialist tradesmen/technicians in the field and does require good trenching design and proper embedment to develop its full structural integrity. Mild steel is the most expensive pipe per metre laid and is not recommended. HDPE pipe requires welded fusion joints to be used to bond the pipe ends together. These welds require specialist skills in ensuring that the oxidized surface of the pipe is removed in the weld zone. It is resistant to corrosion and is fully restrained; however, it is susceptible to temperature fluctuations and fire. The trench width, embedment material and compaction are very critical in gaining the performance of HDPE pipes. It is susceptible to notching and weakening if laid

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incorrectly. However, its properties would suit a ground material that is mostly stiff clay. The fusion welded joints provide lateral restraint and generally overcome the need for anchor blocks. HDPE is the least expensive pipeline material per metre. In summary, it is recommended that HDPE is the most suitable pipe material to be used for this project. The aerial section of the project should be constructed using DICL pipes as these pipes provide good resilience to non-ground elements and are readably available.

4.6 MAJOR PROJECT RISKS

Risk Remediation

Human health handling asbestos pipe Ensure contractor follows well documented SWMS

Water Quality Pipe biological testing before commissioning

Erosion Ensure contractor has environmental management plans

Joining to old AC pipe Utilise HAWLE or similar Thrust restrained coupling

High temperatures in pipe develop Nagleria protozoans Wrap aerial/exposed pipe in insulation cover

Water continuity Ensure procedures and approval process is in place for water closures to enable construction of connections

Flooding damages pipe Ensure piers crossing creek are adequately design for flood mat forces

Traffic Accidents while constructing Gain TMR approval for a traffic management plan and enforce the procedures

4.7 SAFETY IN DESIGN A Safety in Design assessment has been carried out for this preliminary design and full details of the risks and mitigations are shown in Appendix 2.

4.8 BUDGET ESTIMATE A budget estimate has been prepared for the concept design and provides that the expected cost of the project will be approximately $537,000 exclusive of GST. The budget estimate is shown in Appendix 3.

5 CONCEPT DESIGN

Concept Design Drawings are shown in Appendix 4 and include;

• Stage 1 – Layout 0671920-1101

• Stage 1 – Longsection 1 0671920-2201



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6 CONCLUSIONS

It can be concluded that the concept design shows that it will be possible to construct the 150mm diameter bypass pipeline along the north-eastern route shown on the attached concept drawings. The concept design minimises vegetation loss and avoids areas associated with granite boulders and underlying granite. The in-ground pipeline should be constructed using HDPE pipes. The aerial crossing of Harkness Creek also avoids difficult topography challenges and shallow underlying granite. TMR approval will be required to cross Eidsvold-Theodore Road. The aerial section should be constructed using DICL pipes. The bypass will provide Eidsvold with improved water supply reliability in the event of expected future breaks occurring to the unreliable reservoir feedlines. The bypass will also provide time for NBRC to plan and execute the upgrade of the existing reservoir feedlines.

7 RECOMMENDATIONS

It is recommended that a Design and Construct method of delivery is used to deliver the project. This method will allow a contractor to complete the design of the creek crossing elements and provide all details for the under road bore and application to TMR to cross the main road. When the proposed bypass is used instead of the Reservoir No.1 system it is recommended that the control logic of the WTP pump is changed so that a pre-set level in Reservoir No.2 shuts down the WTP pump and restarts the pump when a lower pre-set level is reached.

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8 APPENDICIES

8.1 APPENDIX 1 – RMA GEOTECHNICAL REPORT (ATTACHED)

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8.2 APPENDIX 2 – SAFETY IN DESIGN REPORT

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Job Name: B. Taylor Project No. Design Value: Job Manager: L.McMurtrie Date:

Design Life

cycle Design Phase: Designer: B.Taylor

L C SCORE L C Score

1.10 Site Establishment

& Management

Setting and location Seepage at work area

Access - entry and exit of large vehicles

Overhanging branches

Proximity to wetland

Public access

Cultural Heritage 3 2 M-12 Contractor/NBRC

No design issues

as pump station is

positioned clear of

wetland

3 2 M-12

1.11

Clearing site

Spoil heap in work area

Damage to flora and fauna and turf

4 3 H-24

Project Manager Post construction

landscape work area 4 2 M-16

1.12

Overlapping of site requirement

between industrial contractor and

contractor

Create a dangerous work environment for others

and contractor's employees

4 3 H-24 Contractor

Ensure selected

contractor has

comprehensive

Construction

Management and

Safety Procedures

4 2 M-16

1.13 Work Environment

People access (work platform,

restricted workspaces,

ladders/platforms)

People access (work platform, restricted

workspaces, ladders/platforms)

Public vehicles accessing site.

3 3 M-18 P M /Contractor

Safety Management

Plan 3 2 M-12

1.14

Manual handling Manual operation, slippery /muddy area, slips and

trip hazards. General lifting of any material 4 4 E-32 Contractor

SWMS

4 2 M-16

1.15

Visibility Poor or inadequate lighting

3 2 M-12 Contractor

Construction

Management Plan 3 2 M-12

1.16

Travel to and from site Single lane entry

4 3 H-24 Contractor 4 2 M-16

1.17Power and hand tools Might be an issue if power packs are used

4 4 E-32 Contractor 4 2 M-16

1.18

Working over or near water

Break in to trunk sewer may cause spillage or

engulfment

3 3 M-18 Contractor

Design connection

with adequate

consideration of

sewage spillage.

3 2 M-12

1.19Contaminated land Acid sulphate soil and erosion and sedimentation

in case of rainy episode3 3 M-18 Contractor

Provide geotech

report in tender

documents

3 2 M-12

1.20

Flash flood and storm Unstable environmental conditions that may result

in serious harm. 3 3 M-18 Contractor 3 2 M-12

18. Geotech report including soil properties.

Obtaining advice from Sediment and erosion

control dept

Project Phase

21/03/21

Stakeholders involved in SiD Risk Assessment:

Preliminary Design Rev: 1

Name:

Design

Reference

Safety in Design Risk Assessment

Preliminary Design for Design and Construct Contract

Proposed Eidsvold Water Bypass

Potential Control Measures (Consider Hierarchy of Control - Elimination, Substitution,

Isolation, Engineering Controls, Administrative Controls, PPE)

1. Dewatering of work area

2. Signage to direct traffic

3. Gain approval from NBRC to prune limbs

4. Approval by indigenous group to conduct works

5. Fence off work area to the wetland

6. Site induction to all visitors including new and

sub contractors

7. Pump groud water to prevent ingress to wetland

8. Close off bikeway for duration of work

Risk description Existing Control Measures

Construct lead-in road foundation first.

Entry facility for one large vehicle at a

one time.

Construction Project Management

CHMP

Close pedestrian access during job

duration.

Hazard

Note: C = Consequence, L = Likelihood, RR = Risk Ranking. Consequence should be assessed first so that the likelihood rating is the likelihood of the selected consequence occurring

Decision/ Status

11. Propose fencing and handrails as governed by

the Safety Management Plan.

Responsibility

10. Induct and sign in all mainteneance operators

to site. Communicate with contractor to determine

right timing to benefit both parties

9. Landscape Management of fauna /flora -

10. Sedminent control in place.

Residuall Risk Rating

14. To be discussed with contractor before

commencement of project. Ensuring appropriate

lighting level during construction.\

Initial Risk Rating

12.Discuss lifting mechanism to be used during

construction

13. Discuss storage access and lifting points

19. Discuss construction window with contractor.

Provide adequate shelter to mitigate adverse

effect.

15. Expected vehicle movements from and

contractor and quantity of material to be tranported

to site during construction and storage)

16. Discuss with contractor about CTO's of staff

17. Propose fencing off of worksite to the wetland

and to establish appropriate erosion and

sedimentation control

18. Prepare confined space entry documents

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Job Name: Project No. Design Value: Job Manager: L.McMurtrie Date:

Design Life

cycle Design Phase: Designer: B.Taylor

L C SCORE L C SCORE

1.21 Working at heights Fall


1.22

Hazardous

processes

Flammable, toxic gasses, hot

works, Fire

Fire and explosion

Toxic emmisions from epoxy or paints3 4 H-24 Contractor 3 2 M-12

Excavation Collapse of excvation and engulfment of workers4 5 E-40 Contractor 2 4 M-16

1.23

Electricity (Overhead and

underground cables)

Electrocution


1.24Confined space, working at depth Health threats i.e aspyxiation


1.25

Fixed and mobile plant and Working

around vehicle

Vehicular incident


1.26Structural collapse and ground

stability

Well caving in3 2 M-12 Contractor 3 2 M-12

1.27

Public access Public interaction with worksite

3 2 M-12 Contractor 3 2 M-12

1.28

Malicious acts Vandalism

3 2 M-12 Contractor 3 2 M-12

37. Worksite to be fenced off at the end of the

working day. All machinery to be parked safely

and securely to discouraged malicious acts.

Name: Stakeholders involved in SiD Risk Assessment:

Shoring and or benching in excavations

deeper than 1.5 m27. Assessment to confirm confined space

28. Complete Confined space entry requirements



Responsibility

33. New Pump Station Structural design shall be

RPEQ approved

29. Trained & ticketed operators

30. Established work zones

31. Spotter

32. Check and register all tickts and workers

Status

Reisdual Risk

Ensure Ergon approvals are obtained for

work methods

24. DBYD, service locator.

25. Spotter during construction

26. Undertake spevcific JSA.

19. Safety rails and fencing off work area

20. Proper storage - isolation and access to fuel

21. Avoid the use of plastic materials.

22. Develop safe work methods for application of

epoxy

Ensure excavations deeper than 1.5 m

are shored adequately

Design

ReferenceProject Phase Hazard Risk description Existing Control Measures

Initial Risk Rating

Proposed Eidsvold Sewer 10/07/19

Construction Detailed Rev: 1

23. Ensure construction management plan details

shoring requirements before commencing.

34.Bikeway to be closed

35.Work site to be fenced off.

36. All visitors are to be inducted by contractor to

gain site access

20

DATE 13.03.2021

OUR REF. 0-20-21


Note: C = Consequence, L = Likelihood, RR = Risk Ranking. Consequence should be assessed first so that the likelihood rating is the likelihood of the selected consequence occurring

Job Name: Project No. Design Value: Job Manager: L.McMurtrie Date:

Design Life

cycle

Construction

Design Phase: Designer: B.Taylor

Design

ReferenceProject Phase Hazard Risk description Responsibility Decision/ Status

L C SCORE L C SCORE

2.10

Service /

Maintenance

Difficulty for service truck to enter

site

Lack of access for vehicle to site.

4 2 M-16

2 2

L-8

2.11

Working at heights Aerial crossing

4 4 E-32

2 4

M-16

2.12

Working in confined space Deeper well to the old PS

4 4 E-32

2 4

M-16

2.13

Manual handling i.e lifting of pumps

from well

Mono rail with overhead crane

4 4 E-32

2 4

M-16

2.14

Electric shock Direct on line likely to be installed

3 5 E-30

2 4

M-16

2.15

Boring under highway High energy released from boring machine

3 3 M-18

2 4

M-16

2.16

Maintenance visual inspection fall into well

3 2 M-12

2 4

M-16

2.18

2.19

2.20

2.21

Service / Maintenance/

Decommissioning / Disposal

10/07/19

Rev: 1

Residuall Risk RatingInitial Risk Rating

Construct trafficable road to site

Provide scaffold

Ensure risk assessment and confined

space entry is carried out in accordance

with WH&S Regulations

Ensure McBerns fall proof lids are installed and

used.

Follow isolation procedures in regard to

lock out and tag out

Follow sub-contractor SWMS for

operation of boring machine

Ensure contractor has developed and

communicated method to work with boring

machine



Review confined speace procedures with

operations team

Retrofitting trucks with recommended lifting device

Existing Control Measures

Gain TMR approvals to work next to

Burnett Highway

Follow Contractor SWMS and NBRC

procedures

Follow cranage procedures and check

certification of all lifting equipment

Review Lock out tag out procedures and signage

at pump station regarding harards and as

constructed plans

Proposed Eidsvold Sewer

Contractor's operations manual/ BSC

Specifier/Contractor



NBRC

NBRC

21

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22

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REV A

8.3 APPENDIX 3 – BUDGET ESTIMATE

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REV A

Date: Wednesday, 24 March 2021

Job No. xx-20-21

Client

Cost of Works Amount

Section 1: Water Reticulation 485,674.00

Section 2: Electrical and Telecommunications 1,200.00

Section 3: Testing / As-Constructed 1,440.00

Sub Total 488,314.00

Section 4: Contract Superintendent $160/hr for 112 hours + disbursements 19,740.00

Section 50: Contingency of 6% on contract costs 29,298.84

Total 537,352.84

GST 53,735.28

Total Incl. GST 591,088.12

Preliminary Civil Construction EstimateEidsvold Reservoir No.1 BypassDevelop Design and Estimate

The following Schedule is an ESTIMATE ONLY and therefore all items represented are subject to change

North Burnett Regional Council

Eidsvold

24

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REV A

Date:

No. Description of Work Unit Quantity Unit Rate Amount

4001 Excavation in all materials / supply/lay/ backfill / sand

bed and surround / joint watermain, including flanges, PN

16 PE & DICL PN 35 aerial

4001.1 150mm dia. PE inground m 750.0 450.00 $337,500.00

4001.2 150 mm dia. DICL aerial 8 piers incl. design m 20.0 2000.00 $40,000.00

4001.3 AC Hawle Synoflex Coupler/Flanged Varigib No. 10.0 850.00 $8,500.00

4001.4 80mm dia. Air Valve for aerial section No. 1.0 2500.00 $2,500.00

4001.5 AC Pipe wrapping and dumping No. 2.0 1000.00 $2,000.00

4002 Supply and install hydrants and risers (Complete in Place)

including footpath boxes and markers as per CMDG Std.

Drg. CMDG-W-061 or CMDG-W-061A

4002.1 150 *100 Hydrant Tee and Riser No. 2.0 1650.00 $3,300.00

4003 Supply and install valves (Complete in Place) including

footpath boxes and markers as per CMDG Std. Drg. CMDG-

W-061 or CMDG-W-061A

4003.1 150mm dia. Sluice Valve No. 8.0 1700.00 $13,600.00

4004 Supply and install Bends with anchor blocks

4004.1 150 mm 11.25 Deg DICL s&s Bend No. 4.0 506.00 $2,024.00

4004.2 150 mm 90 Deg DICL Fl & Fl Bend No. 5.0 850.00 $4,250.00

4005 Install TMR Road underbore with enveloping pipe

4005.1 250 mm dia. Underbore with steel eveloping pipe and

grout m 10.0 3500.00 $35,000.00

4006 Connection to existing water main

4006.1 Connect to AC main downstream of reservoir Item 1.0 5000.00 $5,000.00

4006.2 Connect to existing main upstream of reservoir Item 1.0 5000.00 $5,000.00

4007 Excavation in Rock (Provisional Quantity) m3 10.0 1200.00 $12,000.00

4008 Traffic Control on Main Road Item 1.0 15000.00 $15,000.00

$485,674.00TOTAL SECTION 4

Preliminary Civil Construction EstimateEidsvold Reservoir No.1 Bypass

Section 1: Water Reticulation 24 March 2021

25

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REV A

Date:


5001 Reconfigure telemetry system for bypass pump levels No. 1.0 1200.00 $1,200.00

5001.1 Under Footpaths m

5001.2 Under Road m

5002 Supply / lay / joint Electricity & Telecommunications

Mains (incl supply / lay and installation of all marker discs)

(Complete in Place) (Provisional Quantity)

5002.1 50mm HD PVC conduit m

5002.2 100mm LD PVC conduit m

5002.3 150mm LD PVC conduit m

5002.4 50mm Telstra conduit m

5002.5 100mm Telstra conduit m

5002.6 Telstra Pit No.

5002.7 NBN Conduit

5003 80 Watt Mercury Vapour street lighting Foundations No.

5003 Padmount Transformer Item

5004 Excavation in Rock (Provisional Quantity) m3



Section 2: Electrical and Telecommunications 24 March 2021

26

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REV A

8.4 APPENDIX 4 – CONCEPT DRAWINGS (ATTACHED)

• Stage 1 – Layout 0671920-1101




Date:


7001 As Constructed Information (Survey) (In accordance with

CMDG Submission of Digital As Constructed Information),

including existing features and services.

7001.1 Confirm centreline and position of fittings Item 4.0 160.00 $640.00

Item

Item

Item

7002 Quality Assurance Testing (Provisional)

7002.1 Biological testing Item 1.0 300.00 $300.00

7002.2 Pressure testing Item 1.0 500.00 $500.00



Section 3: Testing / As-Constructed 24 March 2021

27

P (07) 4921 1780 E [email protected] mcmengineers.com

ABN 69 958 286 371

63 Charles Street NORTH ROCKHAMPTON Q 4701

REV A

report type water supply concept design

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