RESOLVED TO BE PUBLISHED BY RESOLUTION OF THE … - RMS... · TECHNICAL AND PROJECT SERVICES -Roads...

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TECHNICAL AND PROJECT SERVICES - Roads &

ESTIMATE CONCURRENCE REPORT ,� Maritime- - - - - -

PROJECT: Windsor Bridge Replacement over Hawkesbury River

ROAD No: Macquarie Street to Wilberforce Road PROJECT No: P.00 I 1444

LOCATION: Windsor, Hawkesbury PROJECT MANAGER: Gurjit Singh

REGION/ OFFICE: Greater Sydney PO ESTIMATE STATUS: Post-tender

ESTIMATE OF P90 COST: $131M ($ March 2018) DATE: (12/04/2018)

ESTIMATE OF P90 $OT COST: $ I 37M (construction June 2018 to August 2021)

Background

The project is located at. Windsor in the Hawkesbury local government area about 57 kilometres north- west of Sydney. Windsor is a major historic town, with European settlement dating back to the late 1700s. Today it is predominantly rural, although there is extensive and expanding urban development to the south and west of the town. The existing Windsor Bridge was opened in 1874 and is the oldest existing bridge across the Hawkesbury River. It provides an important local link for communities on each side of the river, as well as an important regional link between western Sydney, the Blue Mountains and the Hunter region. Around 19,000 vehicles use the bridge each day, with around seven per cent of these being heavy vehicles.

Parts of the existing bridge are over 140 years old and are deteriorating as a result of age and heavy use. Elements of the bridge have deteriorated substantially and it is not practical to replace or repair these elements. The existing bridge and adjacent intersections no longer meet the demands of current peak hour traffic volumes or current road standards. The level of maintenance required to maintain adequate road safety is no longer cost effective and it is therefore regarded that the bridge has reached the end of its economic life.

In June 2008, in recognition of the condition of the existing bridge and the volume of traffic it carried, the New South Wales (NSW) Government announced funding for its replacement. Preliminary investigations of potential bridge replacement options along with stakeholder consultations were completed in 2012, followed by completion and public display of the Environmental Impact Statement (EIS) exhibition. The Infrastructure Approval was provided by the NSW Minister for Planning in December 2013 but was then appealed at the NSW Land and Environmental Court on the grounds that it would impact on Thompson Square. This appeal was led by the Community Action Group for Windsor Bridge. However, in 2015 the appeal was denied and the court allowed the project to proceed.

final Concun-ence Repo1i - Windsor B1-idge.docx Page I of 8

RESOLVED TO BE PUBLISHED BY RESOLUTION OF THE COMMITTEE ON 13 AUGUST 2018

Status/Program

Milestone Forecast

Date* P50 Forecast

Date* P90 Forecast

Date*

Complete Concept Design Completed Completed Completed

REF Display Completed Completed Completed

REF Determination Completed Completed Completed

Complete Detail Design Completed Completed Completed

Invite Tenders Completed Completed Completed

Commence Construction June 2018 June 2018 June 2018

Complete Construction August 2021 August 2021 August 2021

Handing over September 2022 September 2022 September 2022

* The milestone dates are provided by the Project Manager based on the monthly forecast.

Scope

The project includes: • A 2,445 rn2 new bridge 35 metres downstream of the existing Windsor Bridge • New approach roads and intersections to connect the new bridge to the existing road

network • New traffic lights with pedestrian facilities at the intersection of Bridge Street and George

Street • A new dual lane roundabout at the intersection of Wilberforce Street and Freemans Reach

Road • Modifications to local roads and access arrangements, including changes to the Macquarie

Park access road and reconnection of The Terrace • Pedestrian and cyclist facilities, including a shared path connecting to and across the new

bridge • Removal and backfill of the existing bridge approach roads • Removal of the existing bridge once the new bridge is operational • Landscaping and urban design work, including within the Thompson Square parkland area and

adjacent to the northern intersection of Wilberforce Road, Freemans Reach Road and the Macquarie Park access road.

Review Methodology

Arithmetic checks were carried out on the estimate spreadsheets. 2. Cursory checks were carried out on some items for appropriateness of the quantities

and/or rates. 3. Reality check calculations were reviewed. 4. The estimate was discussed with the project manager and relevant adjustments were made. 5. Contingency was calculated from Monte Carlo simulation and deterministic approach was

used for assigning contingency for each estimate component. 6. Estimate compared to previous estimate and variances were analysed. 7. Outturn dollars have been calculated based on the program and cash flow provided by the

Project Manager.

final Concurrence Report - Windsor Bridge.docx Page 2 of 8

Assessment of Key Components

I. Development

For Strategic and Concept Development, a base allowance of $18.38million (excluding project management costs) has been allowed in the estimate. This is 31.5% of the total construction cost (approximately $58.38mi11ion) which is significantly higher than the achieved range of 3-4% with a construction cost between $50mi11ion and $150million.

The higher incurred expenditure has largely been due to heritage investigation works undertaken for the EIS, further investigations in multiple options (i.e. bypass and maintaining existing bridge options) and to comply with the particularly onerous conditions of approval that were placed on the project which increased both scope and complexity of the development phases.

It should be also noted that the higher allowance is due to the internal cost transfers from the previous phases including Strategic Route Options, Concept, Detail Design and Construction which stopped due to the legal case in the Land and Environment Court. When the decision in the Land and Environment Court was announced in RMS's favour in Late 2015, RMS had complex Minister's Conditions of Approval that it had to work through as well as an extensive redesign which had to be completed. This has led to higher than expected costs in the Development Phase, which could not have been foreseen due to the lack of understanding of the scope of works at the time.

After considering all the above project matters, it is difficult to identify the actual cost for strategic and concept development only and compare with the achieved range for a construction cost between $50mi11ion and $150million. As such it is considered reasonable.

2. Investigation, Detail Design and Documentation

For Investigation, Detail Design and Documentation, a base allowance of $16.65mi11ion (excluding project management costs) has been allowed in the estimate. This represents 28.5% of the total construction cost (approximately $58.38mi11ion) and is significantly higher than the achieved range of 3-6% for projects with a construction cost between $50mi11ion and $150million.

Prior to receiving the Infrastructure Approval, an alliance was formed to take the project from concept to completion of construction. As part of their work the design progressed past concept into detailed design.

The subsequent Infrastructure Approval included a condition that the southern bridge approach was to be lowered by one metre, which then required substantial redesign. Additional other conditions, in particular those associated with archaeological studies have also necessitated redesign work and increased the scope.

Further cost increases have occurred during this phase due to changes to the scope of works on the archaeological investigations that were previously unforeseen.

It is noted that during the progress of detail design, the project team had to go through a substantial redesign works due to change in infrastructure approval conditions and change in scope of works due to archaeological investigation. Considering the need to redesign the elements of the new bridge and associated works along the project corridor, it is considered reasonable.


3. Property Acquisition

An allowance of $0.52mi11ion plus 10% contingency has been allowed for the property acquisition along the project corridor.

4. Utility Adjustment

A base allowance of $5.43mi11ion has been allocated for the following utilities works along the project corridor.

• Adjustments to electricity mains and street lighting

• Adjustments to water mains•

• Adjustments to Telstra and NBN infrastructure

• Adjustments to Hawkesbury City Council's existing infrastructure

5. Infrastructure Construction

(a) Earthworks The overall earthworks base rate is $61/m3 (for 13,600m3 of earthwork quantity). The earthwork in this case is cut/fill. The base rate is higher than the achieved rate in Sydney region for Cut/Fill between $40/m3 and $50/m3. The project scope in this case involves removal and backfill of existing bridge approach roads, improvements at the existing intersection, new dual lane roundabout and modification to existing local road arrangements. Considering the nature of works along the project corridor and sensitivity in terms of environmental and heritage requirements, it is considered acceptable.

(b) Pavement A base rate of $244/m2 is allowed for the new pavement (6650m2) on the main carriageway. The main pavement comprises of 240mm of heavily bound material, 7nnm of seal, 130mm of AC20 intermediate layer followed by 50mm of AC14 wearing course and the achieved rates for similar pavement in Sydney region varies between $140/m2 and $170/m2. The base rate is higher than the achieved rate in Sydney region. The pavement works in the project involves mill and re-sheet, level correction, pavement rehabilitation and new pavement on the Main carriageway and roundabout. As with earthworks, the pavement rates are higher due to the need to carry out smaller quantity of pavement works on different locations along the project corridor. With the possibility of lower production rates, it is considered reasonable.

(c) Structures

Description Area (m2) B ase 2

Rate/m

Achieved rate/m2 for similar structures

Five Span of 3 I.32m with the total length of I 56.6m, I 4.52m wide consist of 1850mm deep incrementally launched double T-girders

2,274m2 $ I 0,357/m2 17,000/m2- 7,900/m2

*BW004 bridge at Hunter Expressway and Cliff Bridge rates escalated to current dollars.

The base rate (excluding retaining walls, safety barrier and miscellaneous works) is $10,357/m2. The higher rate is due to the significant higher cost associated with piling and pier works and the complex methodology (incremental launching) for the construction of the new bridge. Also 'the availability of limited number of contractors on final tendering process may have increase the base rate significantly. As such it is considered reasonable.


Note: It is noted from the tender analysis that the average rate for some of the pay items such as the demolition of the bridge, earthworks, casting bed (for the incremental launching), precast pile caps and piling is substantially higher than the achieved range for similar projects. Considering that the construction of an incremental bridge is a specialised activity and completion of such a small incrementally launched bridge in an urban area with the site constraints of community, heritage, DPI approvals and other factors has meant that the tenderers have added additional risk factors to their tender prices.

It is also noted that the current market environment may also have contributed in the higher than normal tendered prices.

6. Project Management

The overall base Project Management cost is $8.95mi11ion which is 8.65% of the total project cost. A typical Project Management range for a development project of this size (project cost between $100M and $250M) would be between 4% - 5.5% depending on the complexity, nature and location of the works. The above project management percentage is higher than the achieved range due to the need to have ongoing discussion/liaison with internal and external stakeholders to mitigate number of non-engineering residual risks such as to obtain all necessary environmental and heritage approval before the award, continue to work with local community on the opposition of the project and negotiate the agreement with local council on the future maintenance responsibilities of the assets. After taking into account all the above matters, the higher project management percentage is considered acceptable.

7. Reality Checks/Project Cost Summary

Item Unit Base $ Achieved Range for similar projects

I. Project Cost/km Km $103.44M

2. Project Cost/Lane-km Lane-km $51.72M

3. Infrastructure Cost/Lane-km (excl. Bridge/Structures)

Lane-km $12.41M

The Infrastructure construction cost per lane-km rate (excluding bridge/structures/utilities) is $12.41million. This is primarily a bridge project with the road upgrades on the bridge approach and departure to support the future movement of traffic through the area. The higher infrastructure cost is due to the high proportion of work associated with structure and the contractor allowing for additional risk and complexity involved with onerous Minister's condition of approval in specific in earthworks and pavement works in the project. Considering the current status of the estimate, it is considered acceptable.




Conclusions and Recommendation

The rates and contingencies listed are considered to be appropriate for this stage of development.

It is recommended that concurrence now be given to the P50 Post-tender Cost of $124M ($ December 2017) with an outturn cost of $130M and P90 Post-tender Cost of $13 1 M ($ December 2017) with an outturn cost of $137M, assuming that the construction commences in June-2018 with completion being achieved in August-2021 with an escalation rate of 3% for the project Windsor Bridge Replacement over Hawkesbury River.

This concurrence is not an approval to the estimate. Approval must be obtained from the appropriate person in accordance with the Delegated Authorities.

Anki Sheth Estimating Officer

Nages Nageswaran Engineering Estimating Manager Project Services Technical and Project Services Da / 9 ,04 '49

Bruce art Direct .r Project Support Project Services Technical and Project Services Date: pi (ztie


Appendix I

Location Map

Appendix 2

Estimate

- Project Cost Summary

- Deterministic/Empirical Estimate

— Probabilistic Estimate

— Outturn Calculation

— Probabilistic Outturn Calculation

Appendix 3

Risk Register

Appendix 4

Drawings

DRAWING DOCUMENTATION

VOLUME DISCIPLINE DESCRIPTION

01 GENERAL

02 ROADWORKS

03 DRAINAGE & WATER QUALITY

04 UTILITIES

05 PAVEMENT & KERBS

06 PAVEMENT MARKING, SIGNS, BARRIERS AND

STREET FURNITURE

07 PROPERTY WORKS

08 GEOTECHNICAL

09 SCOUR PROTECTION

10 MINOR STRUCTURES

11 MAJOR STRUCTURES

12 LANDSCAPE DESIGN

13 SUPPLEMENTARY DRAWINGS

LOCALITY SKETCH

NSW GOVERNMENT

Transport Roacs & Maritime Services

HAWKESBURY CITY COUNCIL AREA

MR182 - BRIDGE STREET, WINDSOR WINDSOR BRIDGE REPLACEMENT

FROM MACQUARIE STREET TO WILBERFORCE ROAD

DETAILED DESIGN VOLUME 05

PAVEMENT & KERBS

NOT TO SCALE

FOR TENDER

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CLIENT

116 NSW

Transport Roads & maritime Services

HAWKESBURY CITY COUNCIL AREA MR182 - BRIDGE STREET. WINDSOR

WINDSOR BRIDGE REPLACEMENT PAVEMENT & KERBS COVER SHEET

PREPARED BY

JACOBS" n Pak.

Norn Se, SYCNEY NSW /054 AUSTRAL.

Tel 104 912112103 (02, 9.211230.2 VNI,A,NdIN can

DESIGNEE

SIGNED .

NAME

DATE .

REVIEWED

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MAW

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VERIFIED

SIGNED

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DATE

RMS PROJECT MANAGER

.. GURJIT SINGH

ThrE PROJECT MANAGER RIAS PROJECT NO. DESIGN PROJECT No P.0011444 NB981105

VALIDATION AND ACCEPTANCE OF THESE DRAWINGS AND THE DESIGN SHOWN

THEREON IS TO BE CARRIED OUT UNDER SEPARATE PROCESS

PREMED FOR GREATER SYDNEY PROJECT OFFICE SYDNEY OUTER

5050505050150100 DS2012 /000289 05 ISSUE STATUS EONS No 0*05150 DETAILED DESIGN - TENDER ISSUE 0501 5's"€

0 Roads and Maritime Services

PAVEMENT & KERBS - DRAWING INDEX

DRAWING NUMBER DRAWING TITLE GENERAL

NB98005-ECC-DG-0501 PAVEMENT & KERBS COVER SHEET N898005-ECC-DG-0502 PAVEMENT & KERBS DRAWING INDEX NB98005-ECC-DG-0503 PAVEMENT & KERBS GENERAL NOTES

PAVEMENT PLANS , N598005-ECC-DG-0521 PAVEMENT & KERBS PLAN SHEET 1 NB98005-ECC-DG-0522 PAVEMENT & KERBS PLAN SHEET 2 NB98005-ECC-DG-0523 PAVEMENT & KERBS PLAN SHEET 3 NB98005-ECC-DG-0524 PAVEMENT & KERBS PLAN SHEET 4 NB98005-ECC-DG-0525 PAVEMENT & KERBS PLAN SHEETS 1

NB98005-ECC-DG-0526 PAVEMENT & KERBS PLAN SHEET 6 NB98005-ECC-DG-0527 PAVEMENT & KERBS PLAN SHEET? N898005-ECC-DG-0528 PAVEMENT & KERBS PLAN SHEET 8

PAVEMENT PROFILES NB98005-ECC-DG-0531 PAVEMENT & KERBS PROFILES SHEET 1 NB98005-ECC-DG-0532 PAVEMENT & KERBS PROFILES SHEET 2

INTERFACE DETAILS NB98005-ECC-DG-0541 PAVEMENT & KERBS INTERFACE DETAILS SHEET 1 NB98005-ECC-DG-0542 PAVEMENT & KERBS INTERFACE DETAILS SHEET 2 NB98005-ECC-DG-0543 PAVEMENT & KERBS INTERFACE DETAILS SHEET 3

EDGE DETAILS N898005-ECC-DG-0551 PAVEMENT & KERBS EDGE DETAILS SHEET 1 NB98005-ECC-DG-0552 PAVEMENT & KERBS EDGE DETAILS SHEET 2 NB98005-ECC-DG-0553 PAVEMENT & KERBS EDGE DETAILS SHEET 3 N1398005-ECC-DG-0554 PAVEMENT & KERBS EDGE DETAILS SHEET 4 N1398005-ECC-DG-0555 PAVEMENT & KERBS EDGE DETAILS SHEET 5 NB98005-ECC-DG-0556 PAVEMENT & KERBS EDGE DETAILS SHEET 6

NB98005-ECC-0G-0557 PAVEMENT & KERBS EDGE DETAILS SHEET 7

RIGID PAVEMENT DETAILS NB98005-ECC-DG-0561 PAVEMENT & KERBS RIGID PAVEMENT DETAILS SHEET 1 NB98005-ECOOG-0562 PAVEMENT & KERBS RIGID PAVEMENT DETAILS SHEET 2 NB98005-ECC-DG-0563 PAVEMENT & KERBS RIGID PAVEMENT DETAILS SHEET 3 NB98005-ECC-DG-0564 PAVEMENT & KERBS RIGID PAVEMENT DETAILS SHEET 4

PAVING DETAILS N698005-ECC-DG-0571 PAVEMENT & KERBS PAVING DETAILS SHEET 1

KERB DETAILS NB98005-ECC-DG-0581 PAVEMENT & KERBS KERB AND GUTTER DETAILS SHEET 1

SUBSURFACE DRAINAGE PLANS NB98005-ECC-DG-0591 SUBSURFACE DRAINAGE PLAN SHEET 1 NB98005-ECC-DG-0592 SUBSURFACE DRAINAGE PLAN SHEET 2 NB98005-ECC-DG-0593 SUBSURFACE DRAINAGE PLAN SHEET 3 NB98005-ECC-DG-0594 SUBSURFACE DRAINAGE PLAN SHEET 4 NB98005-ECC-DG-0595 SUBSURFACE DRAINAGE PLAN SHEETS NB98005-ECC-DG-0596 SUBSURFACE DRAINAGE PLAN SHEET 6 NB98005-ECC-DG-0597 SUBSURFACE DRAINAGE PLAN SHEET 7 NB98005-ECC-DG-0598 SUBSURFACE DRAINAGE PLAN SHEET 8

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WINDSOR BRIDGE REPLACEMENT PAVEMENT & KERBS

DRAWING INDEX

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TABLE 1 - GRADING FOR BEDDING MATERIAL

SIEVE SIZE % PASSING

9.52mm 100 4.75mm 95 - 100

2.36mm 80 - 100 1.18mm 50 - 85 600pm 25 - 60 300pm 10 - 30 150pm 5-15 75pm 0-10

TABLE 2- GRADING FOR JOINT FILLING MATERIAL

SIEVE SIZE % PASSING

2.36mm 100 1.18mm 90 - 100 600pm 60 - 90 300pm 30 - 60 150pm 15 - 30 75pm 5-10

Nsw sec/it:Remis

es& Maritime

Transport -

GENERAL

1. THE LIMITS OF WORK SHOWN ON THE PLANS REPRESENT THE EXTENT OF PAVEMENT WORKS. OTHER DESIGN ELEMENTS MAY EXTEND BEYOND THE LIMITS SHOWN AS DETAILED IN OTHER DRAWING VOLUMES.

2. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS NOTED OTHERWISE. ALL LEVELS, STATIONS AND COORDINATES ARE IN METRES.

3. DO NOT OBTAIN DIMENSIONS BY SCALING FROM THE DRAWINGS.

4. REFER ANY DISCREPANCY TO THE PRINCIPAL BEFORE PROCEEDING WITH THE WORKS.

5. EXISTING PAVEMENT DETAILS ARE NOTIONAL WHERE SHOWN.

6. NOMINATION OF A PROPRIETARY ITEM INDICATES THE REQUIRED PROPERTIES OF THE ITEM AND NOT EXCLUSIVE PREFERENCE.

7. INTERMEDIATE AC20 COURSES OF DEEP STRENGTH ASPHALT PAVEMENTS MUST NOT BE USED AS TEMPORARY WEARING COURSES. WHERE A TEMPORARY WEARING COURSE IS

REQUIRED FOR SUCH PAVEMENTS TO SUIT CONSTRUCTION STAGING, SUBSTITUTE THE UPPER 65 MILLIMETRES OF AC20 WITH 65 MILLIMETRES ACI4 AR450.

8. ASPHALT WEARING COURSE MUST NOT BE PLACED WHERE TEMPORARY PAVEMENT MARKING IS REQUIRED. PLACE ASPHALT WEARING COURSE IMMEDIATELY PRIOR TO FINAL PAVEMENT MARKING.

9. ALL UTILITY SERVICE FITTINGS AND STORM WATER DRAINAGE PITS POSITIONED WITHIN THE PAVEMENT MUST BE INSTALLED FLUSH WITH FINISHED SURFACE LEVEL

CONSTRUCTION REQUIREMENTS

10. TEMPORARY PAVEMENTS TO BE CONSTRUCTED IN ACCORDANCE WITH RMS G10.

11. KERBS AND GUTTERS TO BE CONSTRUCTED IN ACCORDANCE WITH RMS R15.

12. TRENCH AND INTERFACE DRAINS TO BE CONSTRUCTED IN ACCORDANCE WITH RMS R33.

13. EARTHWORKS TO BE CONSTRUCTED IN ACCORDANCE WITH RMS R44.

14. UNBOUND PAVEMENT COURSE TO BE CONSTRUCTED IN ACCORDANCE WITH RMS R71.

15. HEAVILY BOUND PAVEMENT COURSE TO BE CONSTRUCTED IN ACCORDANCE WITH RMS R73.

16. PLAIN CONCRETE PAVEMENT (PCP) TO BE CONSTRUCTED IN ACCORDANCEWITH RMS R83.

17. SPRAYED SEALS TO BE CONSTRUCTED IN ACCORDANCE WITH RMS R106.

18. HEAVY DUTY DENSE GRADED ASPHALT COURSE TO BE CONSTRUCTED IN ACCORDANCE WITH RMS R116.

19. LIGHT DUTY DENSE GRADED ASPHALT COURSE TO BE CONSTRUCTED IN ACCORDANCE WITH RMS R117.

20. MEDIANS, APRONS, FOOTWAYS AND DRIVEWAYS TO BE CONSTRUCTED IN ACCORDANCE WITH RMS R173.

21. HEAVY PATCHING OF FLEXIBLE PAVEMENTS TO BE CONSTRUCTED IN ACCORDANCE WITH RMS M250.

MATERIAL REQUIREMENTS

22. VERGE MATERIAL TO BE IN ACCORDANCE WITH RMS R44.

23. CONCRETE FOR MEDIANS, APRONS, KERBS AND GUTTERS, FOOTWAYS, DRIVEWAYS AND BLINDING LAYERS TO BE IN ACCORDANCE WITH RMS R53.

24. CEMENT MORTAR TO BE IN ACCORDANCE WITH RMS R53.

25. WIRE MESH FABRIC TO BE IN ACCORDANCE WITH RMS R53.

26. GEOTEXTILE TO BE IN ACCORDANCE WITH RMS R63.

27. ASPHALT INFILL TO COMPRISE AC20 AR450 IN ACCORDANCE WITH RMS R117.

28. COLD APPLIED ELASTOMERIC JOINT SEALANT TO BE IN ACCORDANCE WITH RMS 8312.

29. SPRAYED BITUMINOUS WATERPROOFING MEMBRANE TO BE IN ACCORDANCE WITH RMS B344.

30. DGB20 MATERIAL TO BE IN ACCORDANCE WITH RMS 3051.

31. SELECTED MATERIAL TO BE IN ACCORDANCE WITH RMS 3071.

32. COVER AGGREGATE FOR SPRAYED SEALS TO BE IN ACCORDANCE WITH RMS 3151.

33. AGGREGATES FOR ASPHALT TO BE IN ACCORDANCE WITH RMS 3152.

34. PREFORMED JOINT FILLER TO BE IN ACCORDANCE WITH RMS 3204.

35. NO FINES CONCRETE TO BE IN ACCORDANCE WITH RMS 3222.

36. POLYMER MODIFIED BINDER TO BE IN ACCORDANCE WITH RMS 3252.

37. BITUMEN BINDER TO BE IN ACCORDANCE WITH RMS 3253.

38. CORRUGATED PERFORATED PLASTIC DRAINAGE PIPE TO BE IN ACCORDANCE WITH RMS 3552. CAPS AND OTHER FITTINGS TO CONFORM WITH AUSTRALIAN STANDARD A52439.1.

39. AGGREGATE FILTER MATERIAL TO BE IN ACCORDANCE WITH RMS 3580.

40. ASPHALT REINFORCEMENT GRID TO COMPRISE HATELIT C 40/17 MANUFACTURED BY

HUESKER OR APPROVED EQUIVALENT.

41. BRICKS TO COMPRISE BOWRAL BLUE MANUFACTURED BY AUSTRAL BRICKS OR APPROVED

EQUIVALENT. SUBMIT SAMPLE TO THE PRINCIPAL FOR APPROVAL BEFORE USE.

42. BEDDING MATERIAL TO BE IN ACCORDANCE WITH TABLE 1. MOISTURE CONTENT AT TIME OF PLACEMENT TO BE IN THE RANGE OF FOUR TO EIGHT PERCENT.

43. JOINT FILLING MATERIAL TO BE IN ACCORDANCE WITH TABLE 2. AT THE TIME OF PLACEMENT, BOTH JOINT FILLING MATERIAL AND BRICK UNITS MUST BE AS DRY AS PRACTICABLE.

STANDARD DRAWINGS

44. ASPHALT JOINTS TO BE IN ACCORDANCE WITH RMS PAVEMENT STANDARD DRAWINGS 0520121001329 (ED 1, REV 01.

45. SHARED PATH JOINT DETAILS TO BE IN ACCORDANCE WITH RMS PAVEMENT STANDARD DRAWING 0S2012/000293 SHEET 1 (ED 1, REVS).

46. PCP DETAILS TO BE IN ACCORDANCE WITH RMS PAVEMENT STANDARD DRAWINGS D52012/001191 (ED 4, REV 0).

47. STANDARD KERB AND GUTTER SHAPES TO BE IN ACCORDANCE WITH RMS STANDARD DRAWING R0300-01 SHEET 1 (REV 1).

48. VEHICULAR CHANNEL CROSSINGS TO BE IN ACCORDANCE WITH RMS STANDARD DRAWING R0300-04 SHEET 1 (REV 1).

49. KERB RAMPS TO BE IN ACCORDANCE WITH RMS STANDARD DRAWING R0300-11 SHEETS 1 TO 3 (REV 0).

50. BATTER OUTLET STRUCTURES TO BE IN ACCORDANCE WITH RMS STANDARD DRAWING MD.R33.A04 SHEETS 1 AND 2 (ED D, REV 0).

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GENERAL NOTES

VOLUME

05

VAN.

(FT

FOR TENDER

--Eg2012/000289 LOAN=

NB98005-ECC-DG-0503 2 ONNONVISYS11.1.,..11 I 204,00,11t 00.0

LOT 1 No.5

DP745036

LOT 1 Na3

DP196531

LOT B No.1

DP161643 No.7

9 6

REFER NOTE 2

9g0-00-003 sN\ 911 IL__

••••••••1

FROM SYDNEY

LOT 7007 DP1029964

•••••••111.

REFER INSET '/V FOR PAVEMENT UNDER BRIDGE

REFER VOLUME 10

REFER VOLUME 10

1-3

, D13 IN D

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D12 D14

REFER VOLUME 10

LW: 10 No.4

DP666894

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LIMIT OF PAVEMENT

TIE INTO EXISTING FOOTPATH AT NEAREST JOINT

INSET 'A' PAVEMENT UNDER BRIDGE

No.81

09

REFER VOLUME 11

TO FREEMANS REACH

LEGEND FOR REFERENCE

EXISTING PROPERTY BOUNDARY CONSTRUCTION WORK ZONE WORKS SUBJECT TO FURTHER COUNCIL AND STAKEHOLDER CONSULTATION

— — — — ARCHAEOLOGICAL DEPOSIT ZONE

—1-----!— CONTROL LINE PAVEMENT AND KERBS

PAVEMENT TYPE 1 MAIN CARRIAGEWAY

PAVEMENT TYPE 2 - ROUNDABOUT

PAVEMENT TYPE 3 - WIDENING

PAVEMENT TYPE 4 - LOCAL ROAD

PAVEMENT TYPE 5 - REHABILITATION

PAVEMENT TYPE 6- LEVEL CORRECTION

PAVEMENT TYPE 7 - MILL AND RE-SHEET

PAVEMENT TYPE 8- BRIDGE DECK

PAVEMENT TYPE 9 - ROUNDABOUT APRON

PAVEMENT TYPE 10 - SHARED ZONE

PAVEMENT TYPE 11 - RAISED MEDIAN

PAVEMENT TYPE 12- DRIVEWAY

PAVEMENT TYPE 13- SHARED PATH

PAVEMENT TYPE 14- FOOTPATH

PAVEMENT TYPE 15- PAVED MEDIAN

PAVEMENT TYPE 16- PAVED PATH

EXISTING PAVEMENT TO BE REMOVED

PAVEMENT TYPE LABEL (REFER NB98005-ECC-DG-0531 10 0532)

INTERFACE DETAIL (REFER NB98005-ECC-DG-0541 10 05631

EDGE DETAIL START/END (REFER NB98005-ECC-DG-0551 TO 0557)

KERB/GUTTER TAG (REFER NB98005-ECC-DG-0581)

KERB/GUTTER STRING START/END (REFER N698005-ECC-DG-0581)

NOTES 1. FOR GENERAL NOTES REFER NB98005-ECC-DG-0503. 2. FOR PAVEMENT TYPE 10 INTERFACE DETAILS REFER

NB98005-ECC-DG-561 TO 562.

FAESAFNA REAcrt ADM

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PAVEMENT TYPE LABEL (REFER NB98005-ECC-DG-0531 TO 0532)

INTERFACE DETAIL (REFER NB98005-ECC-DG-0541 TO 0543)

EDGE DETAIL STARTIEND (REFER NB98005-ECC-DG-0551 TO 0557)

KERB/GUTTER TAG (REFER 5B98005-ECC-DG-0581)

KERB/GUTTER STRING START/END (REFER NB98005-ECC-DG-0581)

NOTES 1. FOR GENERAL NOTES REFER N998005-ECC-DG-0503.

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INTERFACE DETAIL (REFER N598005-ECC-DG-0541 TO 0543)

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KERB/GUTTER TAG (REFER NI398005-ECC-DG-0581)

KERB/GUTTER STRING START/END

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1. FOR GENERAL NOTES REFER NB98005-ECC-DG•0503.

REFER VOLUME 07


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PAVEMENT TYPE 13 - SHARED PATH


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NOTES 1. FOR GENERAL NOTES REFER NB98005-ECC-DG-0503. 2. FOR PAVEMENT TYPE 10 INTERFACE DETAILS REFER

NB98005-ECC-DG-561 TO 562.

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PROFILES SHEET 1

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VAN.

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PAVEMENT TYPE 10 SHARED ZONE

PAVEMENT TYPE MAIN CARRIAGEWAY

PAVEMENT TYPE 6 LEVEL CORRECTION

50mm AC14 (A15E)

130mm AC20 (AR450)

7mm LOW CUTTER SEAL

240mm HEAVILY BOUND MATERIAL

7mm PRIMERSEAL

300mm SELECTED MATERIAL (CBR a 33%)

300mm LOWER UPPER ZONE (CBR a 8%)

SUBGRADE (CBR a 2%)

50mm MIN. AC14 (A15E)

EXISTING PAVEMENT (REFER NOTE 4)

PAVEMENT TYPE 2 ROUNDABOUT

PAVEMENT TYPE 7 MILL AND RE-SHEET

A A

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130mm AC20 (AR450)

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SUBGRADE (CBR a 2%)

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50mm AC14 (AR450)

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270mm DGB20 (CAT. C)


SUBGRADE (CBR a 2%)

230mm N35 CONCRETE WITH 5L82 FABRIC (80mm COVER)

7mm LOW CUTTER SEAL


7mm PRIMERSEAL

300mm SELECTED MATERIAL (CBR 33%)

300mm LOWER UPPER ZONE (CBR 8%)

SUBGRADE (CBR a 2%)

50mm AC14 (A15E)

130mm AC20 (AR450) (REFER NOTE 2)

EXISTING PAVEMENT (REFER NOTE 3)

\

NOTES 1. FOR GENERAL NOTES REFER NB98005-ECC-DG-0503. 2. PLACE ASPHALT REINFORCEMENT GRID BETWEEN AC20

LAYERS AT INTERSECTION OF BRIDGE STREET AND GEORGE STREET. EXTENT TO BE DETERMINED BY THE PRINCIPAL FOLLOWING DEMOLITION OF EXISTING RAISED MEDIANS AND ROUNDABOUT.

3. MILL EXISTING PAVEMENT TO THE DEPTH NECESSARY TO ENABLE PLACEMENT OF AC14 AND AC20 TO MATCH DESIGN LEVELS.

4. MILL EXISTING PAVEMENT TO THE DEPTH NECESSARY TO ENABLE PLACEMENT OF AC14 TO MATCH DESIGN LEVELS,

5. FOR EXPOSED AGGREGATE FINISH DETAILS REFER

NB98005-ECC-DG-0561.

50mm AC14 (A35P)

130mm AC20 (A35P)

7mm LOW CUTTER SEAL


7mm PRIMERSEAL


300mm LOWER UPPER ZONE (CBR 8%)

SUBGRADE (CBR a 2%)

EXPOSED AGGREGATE FINISH (REFER NOTE 5)

230mm N35 CONCRETE

7mm SPRAYED SEAL


7mm PRIMERSEAL

300mm SELECTED MATERIAL (CBR z 33%)

SUBGRADE (CBR a 2%)

45mm AC14 (A15E) 25mm AC7 (AR450)

I

SPRAYED BITUMINOUS WATERPROOFING MEMBRANE

PRIME

BRIDGE DECK EXISTING PAVEMENT (REFER NOTE 4)

.50mm ACM (A15E)

PAVEMENT TYPE 8 BRIDGE DECK

-,,


150mm DGB20 (CAT. D)

100mm N20 CONCRETE


100mm N25 CONCRETE WITH S182 FABRIC (50mm COVER)




PAVEMENT TYPE 11 RAISED MEDIAN

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• • •

PAVEMENT TYPE 14 FOOTPATH

PAVEMENT TYPE 12 DRIVEWAY

PAVEMENT TYPE 13 SHARED PATH

PAVEMENT TYPE 15 PAVED MEDIAN

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01.116610FWMPRFPAPinfn

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NOTES 1. FOR GENERAL NOTES REFER NB98005-ECC-DG-0503.

DATE DAIDIA.INNWICATAISDE

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76mm BRICKS WITH JOINT FILLING MATERIAL

30mm BEDDING MATERIAL

100mm N25 CONCRETE WITH SL82 FABRIC (50mm COVER)

Zet

NSW GOVERNMENT

MAIN ROAD No 182


CITY OF HAWKESBURY

BRIDGE OVER HAWKESBURY RIVER AT WINDSOR

BEARING REPLACEMENT MAXIMUM CALCULATED JACKING LOAD, 16S0kN SLS I200T JACK) DESIGN JACKING LOAD IS BASED ON SM1600 TRAFFIC LOAD LOCATED WITHIN CENTRAL 2 TRAFFIC LANES. A DYNAMIC LOAD ALLOWANCE OF 0.1 AND AN ULTIMATE LIMIT STATE FACTOR OF 1.8 HAVE BEEN CONSIDERED IN DESIGN. AN ULTIMATE LOAD FACTOR OF 1.2 HAS BEEN APPLIED TO PERMANENT AND SUPERIMPOSED DEAD LOADS. DESIGN TRAFFIC SPEED RESTRICTED TO 40km/6. HLP400 LOADING SHALL NOIRE PERMITTED ON THE BRIDGE DURING BEARING REPLACEMENT. ALL JACKS AT EACH ABUTMENT AND PIER SHALL BE HYDRAULICALLY LINKED AND HAVE A CONTROL MECHANISM TO ENSURE THAT THE SAME VERTICAL DISPLACEMENTS OCCUR AT EACH JACKING POINT AT ALL TIMES DURING JACKING UP OPERATIONS. STEEL PLATES SHALL BE PLACED BETWEEN CONCRETE BEARING SURFACE AND HYDRAULIC JACK. MAXIMUM ALLOWABLE CONTACT PRESSURE BETWEEN CONCRETE SURFACE AND STEEL PLATE SHALL BE 18MPa. MAXIMUM ALLOWABLE LIFT SHALL BE 10mm

LOCALITY PLAN NOT TO SCALE

THE BRIDGE SITE IS APPROXIMATELY 56km BY ROAD FROM SYDNEY.

1 01.09.17 ISSUED FOR TENDER A.S. JS, J.S. 0 13.04.17 ISSUED FOR TENDER AS. J.S. IS.

Rev. Dote 0....1,... 5/ C. Appd

NEW BRIDGE -2016 BRIDGE No. 11386 DESIGN FILE : 5M4408 DESIGN STANDARD : AS 5100 - BRIDGE DESIGN TRAFFIC LOADING: SM1600 -3 DESIGN LANES HLP400 LOCATED WITHIN THE CENTRAL 15.6m OF ROADWAY NUMBER OF HEAVY VEHICLES PER LANE FER DAY: 708 ROUTE FACTOR :0.5

DESIGN TRAFFIC SPEED: 50 km PER HOUR TRAFFIC BARRIER PERFORMANCE LEVEL: REGULAR EARTHQUAKE LOADING: BRIDGE CLASSIFICATION - TYPE IN IMPORTANCE FACTOR: 125 ACCELERATION COEFFICENT : 0.06 SITE FACTOR 1.0 nFcinN CATEGORY : BEDO2 STRUCTURAL RESPONSE FACTOR :2

VVIND LOADING: WIND TERRAN CATEGORY: 2 AVERAGE RECURRENCE INTERVAL ULS .49 a* AVERAGE FtECURRENCE INTERVAL SLS = 37mt NET PRESSURE COEFFICIENTS IN ACCORDANCE WITH 02 OF AS 11702

VESSEL IMPACT LOAD GOT VESSEL TRAVELLING AT 21 Ws (4 KNOTS)

FLOOD DATA: 100 YEAR FLOW VELOCITY 3.0 mis 2000 YEAR FLOW VELOCRY 25 mfs 100 YEAR FLOOD LEVEL : ML 17.77 2000 YEAR FLOOD LEVEL: ML 23.19 DESIGN DEBRIS DEPTH: 1.5m DESIGN SCOUR Rio IRS

CONSTRUCTION LOADING: OONSTRUCTION LIVE LOAD: 2kPa

ACCEPTED

RINCRAIARIOGE ENGKEP

DATE

FOR TENDER

JACOBS

WINDSOR DOCUMENT CONTROL NoN098005-DG-BR-0001

REGN. No. OF PLANS

0S2012/000155

BRIDGE NUMBER 11386

ISSUE STATUS TENDER

SHEET No. 1 No. OF 142 SHEETS ISSUE 1

101. PRESTRESSING - TRANSVERSE TENDONS - SHEET B 102. RETAINING WALL ARRANGEMENT-SHEET A 103. RETAINING WALL ARRANGEMENT - SHEET B 104. SHARED PATH BARRIER-ARRANGEMENT 105. RETAINING WALL SECTIONS - SHEET A 106. RETAINING WALL SECTIONS - SHEET B 107. RETAINING WALL REINFORCEMENT - SHEET A 108. RETAINING WALL REINFORCEMENT- SHEET B 109. RETAINING WALL REINFORCEMENT - SHEET C 110. RETAINING WALL REINFORCEMENT - SHEET D 111. RETAINING WALL REINFORCEMENT - SHEET E 112. RETAINING WALL REINFORCEMENT- SHEET F 113. FOOTWAY ARRANGEMENT AND DETAILS 114. DECK EXPANSION JOINTS - SHEET A 115. DECK EXPANSION JOINTS - SHEET B 116. DECK EXPANSION JOINTS-SHEET C 117. APPROACH SLAB - SHEET A 118. APPROACH SLAB-SHEET B 119. DECK LONGITUDINAL DRAINAGE - SHEET A 120. DECK LONGITUDINAL DRAINAGE - SHEET B 121. PRECAST BARRIER LAYOUT 122. PRECAST BARRIER DETAILS - SHEET A 123. PRECAST BARRIER DETAILS - SHEET B 124. PRECAST BARRIER DETAILS - SHEET C 125. PRECAST BARRIER DETAILS - SHEET D 126. PRECAST BARRIER DETAILS - SHEET E 127. PRECAST BARRIER DETAILS - SHEET F 128. PRECAST BARRIER DETAILS - SHEET G 129. PRECAST BARRIER DETAILS - SHEET H 130. PRECAST BARRIER DETAILS - SHEET I 131. PRECAST BARRIER DETAILS - SHEET J 132. TRAFFIC BARRIER RAILING LAYOUT 133. TRAFFIC BARRIER RAILING PANELS-SHEET A 134. TRAFFIC BARRIER RAILING PANELS - SHEET B 135. TRAFFIC BARRIER RAILING DETAILS 136. PEDESTRIAN RAILING PANEL TYPES 137. PEDESTRIAN RAILING DETAILS - SHEET A 138. PEDESTRIAN RAILING DETAILS - SHEET B 139. BAR SHAPES DIAGRAM - SHEET A 140. BAR SHAPES DIAGRAM - SHEET B 141. BRIDGE ABUTMENT CLADDING - SHEET A 142. BRIDGE ABUTMENT CLADDING - SHEET B

FOR TENDER

JACOBS

ISSUE 1

01.09.17 ISSUED FOR TENDER AS. IS. J.S. 0 13.04.17 ISSUED FOR TENDER AS. IS. IS.

Rey. Dale Deurption By CIO Ape,

DS2012/000155

BRIDGE NUMBER 11386

ISSUE STATUS TENDER

SHEET No. 2 No. OF 142 SHEETS

SCHEDULE OF DRAWINGS

1. COVER SHEET 51. DECK SEGMENT A - REINFORCEMENT SHEET C 2. SCHEDULE OF DRAVVINGS 52. DECK SEGMENT A - REINFORCEMENT SHEET D 3. GENERAL ARRANGEMENT - SHEET A 53. DECK SEGMENT B - REINFORCEMENT SHEET A 4. GENERAL ARRANGEMENT - SHEET B 54. DECK SEGMENT B - REINFORCEMENT SHEET B 5. GENERAL ARRANGEMENT - SHEET C 55. DECK SEGMENT B - REINFORCEMENT SHEET C 6. LAUNCHING SEQUENCE - SHEET A 56. DECK SEGMENT C - REINFORCEMENT SHEET A 7. LAUNCHING SEQUENCE - SHEET B 57. DECK SEGMENT C - REINFORCEMENT SHEET B 8. FOUNDATION LAYOUT 58. DECK SEGMENT D - REINFORCEMENT SHEET A 9. CAST-IN-PLACE PILE DETAILS 59. DECK SEGMENT D - REINFORCEMENT SHEET B 10. ABUTMENT A CONCRETE - SHEET A 60. DECK SEGMENT D - REINFORCEMENT SHEET C 11. ABUTMENT A CONCRETE - SHEET B 61. DECK SEGMENT E - REINFORCEMENT SHEET A 12. ABUTMENT A CONCRETE - SHEET C 62. DECK SEGMENT E - REINFORCEMENT SHEET B 13. ABUTMENT A REINFORCEMENT - SHEET A 63. DECK SEGMENT F - REINFORCEMENT SHEET A 14. ABUTMENT A REINFORCEMENT-SHEET B 64. DECK SEGMENT F - REINFORCEMENT SHEET B 15. ABUTMENT A REINFORCEMENT - SHEET C 65. DECK SEGMENT F - REINFORCEMENT SHEET C 16. ABUTMENT A REINFORCEMENT - SHEET D 66. DECK SEGMENT G - REINFORCEMENT SHEET A 17. ABUTMENT B CONCRETE - SHEET A 67. DECK SEGMENT G - REINFORCEMENT SHEET B 18. ABUTMENT B CONCRETE - SHEET B 68. DECK SEGMENT G - REINFORCEMENT SHEET C 19. ABUTMENT B CONCRETE - SHEET C 69. DECK SEGMENT H - REINFORCEMENT SHEET A 20. ABUTMENT B REINFORCEMENT - SHEET A 70. DECK SEGMENT H - REINFORCEMENT SHEET B 21. ABUTMENT B REINFORCEMENT - SHEET B 71. DECK SEGMENT H - REINFORCEMENT SHEET C 22. ABUTMENT B REINFORCEMENT - SHEET C 72. DECK SEGMENT I - REINFORCEMENT SHEET A 23. ABUTMENT B REINFORCEMENT - SHEET D 73. DECK SEGMENT I - REINFORCEMENT SHEET B 24. PRECAST PILE CAP CONCRETE 74. DECK SGEMENT I - REINFORCEMENT SHEET C 25. PRECAST PILECAP REINFORCEMENT - SHEET A 75. DECK SEGMENT J - REINFORCEMENT SHEET A 26. PRECAST PILECAP REINFORCEMENT - SHEET B 76. DECK SEGMENT J - REINFORCEMENT SHEET B 27. PIERS 1 TO 4 CONCRETE 77. DECK SEGMENT J - REINFORCEMENT SHEET C 28. PILE CAP REINFORCEMENT 78. DECK SEGMENT J - REINFORCEMENT SHEET D 29. PIERS 1 TO 4 REINFORCEMENT 79. DECK SEGMENT J - REINFORCEMENT SHEET E 30. BEARINGS - SHEET A 80. DECK SEGMENT J - REINFORCEMENT SHEET F 31. BEARINGS - SHEET B 81. DECK PRESTRESSING -.NOTES 32. BEARINGS - SHEET C- 82. DECK PRESTRESSING - LAYOUT - SHEET A 33. BEARINGS - SHEET D 83. DECK PRESTRESSING - LAYOUT - SHEET B 34. BEARINGS - SHEET E 84. DECK PRESTRESSING - DETAILS 35. BEARINGS - SHEET F 85. DECK PRESTRESSING - SECTIONS - SHEET A 36. BEARINGS - SHEET G 86. DECK PRESTRESSING - SECTIONS - SHEET B 37. DECK CONCRETE - SHEET A 87. DECK PRESTRESSING - SECTIONS - SHEET C 38. DECK CONCRETE - SHEET B 88. PRESTRESSING REINFORCEMENT - SHEET A 39. DECK CONCRETE - SHEET C 89. PRESTRESSING REINFORCEMENT - SHEET B 40. DECK CONCRETE - SHEET D 90. PRESTRESSING REINFORCEMENT - SHEET C 41. DECK CONCRETE - SHEET E 91. PRESTRESSING REINFORCEMENT - SHEET D 42. DECK CONCRETE - SHEET F 92. PRESTRESSING REINFORCEMENT - SHEET E 43. DECK CONCRETE - SHEET G 93. PRESTRESSING REINFORCEMENT - SHEET F 44. DECK CONCRETE - SHEET H 94. PRESTRESSING REINFORCEMENT - SHEET G 45. DECK CONCRETE - SHEET I 95. PRESTRESSING REINFORCEMENT - SHEET H 46. DECK CONCRETE - SHEET J 96. PRESTRESSING REINFORCEMENT - SHEET I 47. DECK CONCRETE - SHEET K 97. PRESTRESSING REINFORCEMENT - SHEET J 48. DECK CONCRETE - SHEET L 98. PRESTRESSING REINFORCEMENT - SHEET K 49. DECK SEGMENT A - REINFORCEMENT SHEET A 99. PRESTRESSING-TENDON PROFILES 50. DECK SEGMENT A - REINFORCEMENT SHEET B 100. PRESTRESSING - TRANSVERSE TENDONS - SHEET A

IMNDSOR DOCUMENT CONTROL No N898005-DO-BR-00:0

REGN. No. OF PLANS

_

31320 31320 31320 31320 31320 500

SPAN 1 SPAN 2 SPAN 3 SPARS SPAN 5 •

END OF 6 OF PIER 1— 6 OF PIER 2— r CALCULATED 11N 2000

YEAR ARI RL 23.19 1305)— q. OF PIER 3 i. OF PIER 4— END OF

SUPERSTRUCTURE SUPERSTRUCTURE ABUTMENT A CALCULATEO 11N 100 ABUTMENT B [YEAR ARI RL 1737 RIM

LIGHTING COLUMNS — CALCULATED 1 INS YEAR — EXISTING

El ARI RL 11.03 DECK RL 7.15 - FALL 1.296% __ - El

... _ -

MHWS RL 0.7

FROM

WINDSOR

TYPE F BARRIER

TRANSITION

CAST-IN-PLACE RC

RETAINING WALL

000 OVERALL LENGTH OF DECK ON CONTROL LINE MCB0 = 157600 TO

WILBERFORCE 500 END OF DECK

ABUTMENT A

END OF APPROACH SLAB

innr ----- rri

u LI LI o

Th 1

UUUULJUU ULJUUUU U

LOW CLEARANCE SIGNAGE TORE FIXED TO THE BRIDGE PARAPETS OVER THE TERRACE. REFER TO DS2012/000289 VOLUME 6 FOR DETAILS OF THE SIGNAGE. THE FIXING DETAILS TO THE PARAPETS TO BE CONFIRMED WITH THE CONTRACTOR PRIOR TO INSTALLATION.

DATUM RL -20.000

DESIGN SURFACE LEVEL ON CONTROL LINE MCBO, RL

EXISTING SURFACE LEVEL ON CONTROL LINE MCBO. RL

STATION ON CONTROL LINE MCE10

END OF DECK ABUTMENT B

END OF

APPROACH SLAB

TYPE F BARRIER TRANSITION

SITE PLAN

FROM

WINDSOR _

EW BRIDGE

ABUTMENT STN 370.820, ,

TO

WILBERFORCE

EXISTING BRIDGE

CONTRACT LEVEL RL -8.100

MINIMUM CLEARANCE ABOVE ROWS APPROXIMATE EXISTING

SURFACE LEVEL




u CONTRACT LEVEL RL -15.400

• -EXISTING BRIDGE (NUMBER 000415)

ITO BE DEMOLISHED)

+ +BH7

-*/ B 8

BH6 /

? SCOUR PROTECTION SHOWN ABOVE

WATER LINE ONLY. (REFER TO DRAWING VOLUME 09 SCOUR PROTECTION.

REGISTRATION No OF PLANS

DS2012/000289)

STN 307.680

RL 10.778

OW.RHO2

NAME PLATE

SHARED PATH

BEARING 336° 57'1S.4

APPROACH SLAB

STN 245.040 STN 276.360 RL 11.590 RL 11.184

SCOUR PROTECTION SHOWN ABOVE

WATER LINE ONLY. (REFER TO DRAWING

VOLUME 09 SCOUR PROTECTION, REGISTRATION No OF PLANS

D52012/000289)

FOR INFORMATION ON EXISTING AND

PROPOSED UTILITIES AND SERVICES REFER TO DRAWING VOLUME

04-UTILITIES, PLAN REGISTRATION No. D52012/000289

LEGEND BOREHOLE INVESTIGATION LOCATION (SKMOCToBER 20121

* DCP INVESTIGATION LOCATION /am 2013)

4- BOREHOLE INVESTIGATION LOCATION (LOCATIONS APPRoXIMATE,RMS2C08)

-4,- BOREHOLE INVESTIGATION LOCATION (SKM 2012 /20131

4- CPT INVESTIGATION (sNM 2012)

DRAINAGE PIT 14.01

NAME PLATE

PRINCIPAL BRIDGE ENGINEER

H11

STN 339.000 RL 10.372

ELEVATION

FOR TENDER

GENERAL NOTES SCALE 200 OR AS SHOWN DIMENSIONS ARE IN MILLIMETRES. STATIONS AND REDUCED LEVELS ARE IN METRES. REDUCED LEVELS ARE TO AUSTRALIAN HEIGHT DATUM. El DENOTES EXPANSION JOINT

R DENOTES RESTRAINED BEARING.

TBC DENOTES TO BE CONFIRMED. FOR UTILITIES SEE SHEET No. 6

FOR HORIZONTAL AND VERTICAL ALIGNMENT DIAGRAMS SEE SHEET No 5

THE BOREHOLES AND CPT INVESTIGATION ARE SHOWN FOR INFORMATION ONLY

2 03.11.17 ISSUED FOR TENDER A.S. J.S. J.S.

1 01.09.17 ISSUED FOR TENDER AS. J.S. J.S.

0 13.04.17 ISSUED FOR TENDER A.S. .1.0. J.S. Rev. Bele Desyryyfion By CEO oogo

MA N ROAD No 182 CITY OF HA1NKESBURY

BRIDGE OVER HAWKESBURY RIVER AT VVINDSOR

GENERAL ARRANGEMENT - SHEET A

JACOBS

NB980050G-BR

Nsw I Transport RIXIdS a Wahl&

ROMS AM MARONE SERVICES STONEY REGION OFFICE MiROTBE Si. PARBABIBITA

RPM 02 8519 2069 FABSIBLE 02 BUB 2818

PREPARED

DESIGN _

DRAWING LC.

CHECKED

I.T..___.

REGISTRATION No. OF PLANS

DS2012/000155 BRIDGE NUMBER 11386

APPROVED DESIGN.PECORDS ISSUE STATUS: TENDER

SHEET No. 3 I ISSUE 2 0.r.a.

SECTION SECTION

SOUTHERN APPROACH EMBANKMENT RETAINING WALL

ABUTMENT A

DOWNSTREAM

PRECAST REGULAR PERFORMANCE LEVEL

BARRIER AND RAILING

ELASTOMERIC

BEARINGS ITYP.1

FACE BRICKWORK. SEE SHEET No 141

OPENING IN DIAPHRAGM

FOR RECYCLED WATER MAIN FIXING DETAILS REFER TO VOLUME 04

UTILITIES. PLAN REGISTRATION No 052012/000289

0900 CAST IN PLACE RC PILES,

LANE LANE

T— •

LANE

CONTROL LINE MCBO

520 280 3000 532_ 11000

3750 3650 SHARED PATH 3800

UPSTREAM 5332

FCALCULATED 11N 100

YEAR ARI RL 17.77

r

75 THICK ASPHALT AND WATERPROOF

MEMBRANE. TYPICAL

COLLAPSIBLE PEDESTRIAN

BALUSTRADE

PRECAST RC BARRIER E T-GIRDEIR

I ...1_514 1.5%

r CALCULATED 11N 5 YEAR ARI RL 11.03

ET GIRDER

OPENING IN DIAPHRAGM. - FOR POTABLE WATER MAIN FIXING

DETAILS REFER TO VOLUME 04 UTILITIES. PLAN REGISTRATION No

D52012/000289

[FINISHED SURFACE LEVEL

I I

50 MASS CONCRETE

FOR TENDER

GENERAL NOTES SCALE " 0010 OR AS SHOWN. FOR GENERAL NOTES SEE SHEET No 3.

1 01.09.17 ISSUED FOR TENDER A.S. IS. J.S.

0 13.04.17 ISSUED FOR TENDER A.S. J.S. IS. Dale Oenripton By GM /Vid

MAIN ROAD No 182 CITY OF HAWKESGURY


GENERAL ARRANGEMENT - SHEET B

JACOBS N098005-DG-BR

NSW 1 -4=114- 'ti n *me

ROADS MD MIME SERVICES

SYDNEY REGION OFfICE 27 ARGYLE ST. MUUMUU

PHONE 02 88d9 2069

FACSIMILE 0166191818

PREPARED

DESIGN KN._

DRAWING --)S2--

CHECKED

A.M. _


DS2012/000155 —1.:1----- BRIDGE NUMBER j11300

APPROVED 1:10000 OA RECORDS ISSUE STATUS, TENDER

SHEET No. 4 I ISSUE 1 on

280 520 VARIES

2 DOWNSTREAM

I I

1 .

1,

SECTION

ABUTMENT B

0900 CAST IN PLACE RC PILES.

10960 INCLUDING CASING/

I I

SO MASS CONCRETE

VARIES VARIES LANE I LANE

75 THICK ASPHALT

AND WATERPROOF MEMBRANE. TYPICAL

VARIES LANE

OPENING IN DIAPHRAGM FOR RECYCLED

WATER MAIN FIXING DETAILS REFER TO

VOLUME 04 UTILITIES.PLAN REGISTRATION No 052012/000289

ET-GIRDER 1.6%

UPSTREAM

CONIROL LINE

T-GIRDEq

MCI30

FOR POTABLE WATER MAIN FIXING

DETAILS REFER TO VOLUME 04 UTILITIES. PLAN REGISTRATION No

052012/000289

LI

ELASTOMERIC

BEARINGS 1TYP.1

FACE BRICKWORK SEE SHEET No 141

I CALCULATED 1 INS YEAR ARI RL 11.03

ACCEPTED

PAIKIPAL BRIDGE ENGINEER

DATE

PRECAST REGULAR PERFORMANCE LEVEL

BARRIER AND RAILING

FINISHED

SURFACE LEVEL [Fit 5.400

PRECAST CONCRETE PARAPET

TO MATCH BRIDGE PARAPET

FACE BRICKWORK.

SEE SHEET No 141

FINISHED

SURFACE LEVEL

SUBWRFACE DRAINAGE

520

R6240.000

CONTROL LINE MCB0

i

;100.000

BEARING07

336 is

. w f

HCEN2

HCEN1

HORIZONTAL ALIGNMENT DIAGRAM NOT TO SCALE

HORIZONTAL ALIGNMENT DATA FOR CONTROL MCBO

H (COLUMN

CONTROL LINE NCH

( COLUMN

SECTION

141/

r (PIER

250

VIEW IX

IF STN 190.667 RL 12.294

IF STN 391.941 RL 9.686

1

LENGTH OF VC 00 .2.7

1.520%

VERTICAL ALIGNMENT DIAGRAM NOT TO SCALE

FOR TENDER

GENERAL NOTES sca E

2 OR AS SHOWN.

FOR GENERAL NOTES SEE SHEET No 3.

1 01.09.17 ISSUED FOR TENDER A.S. 1.S. J.S. 0 13.04.17 ISSUED FOR TENDER AS. ES. J.S.

16r Ale Ns,. 14 C111 we

MA N ROAD No 182 CITY OF HAWKESBURY


GENERAL ARRANGEMENT- SHEET C

JACOBS NE198005-OS.BR

NSW 1

Transport

RMdi a 14.018rn•

ROAM MO WARNE SERVICES SMIEV REGION OM. 27 ARGYLE Si. PARIUMATTA

PHONE 0.49 2099 fACSIMLE 02 0192111

DESIGN

PREPARED

KN.

CHECKED

A.M.


DS2012/000155 DRAWING _IL IT. BRIDGE NUMBER I 11386

./PPOVED 0001000000c0700 ISSUE STATUS: TENDER

SHEET No. 5 IISSUE 1 ...,..,.,

UPSTREAM 050 UPVC CONDUIT

15332

280 53

LIGHTING COLUMN. REFER VOLUME 4 UTILITITES. PLAN REGISTRATION No DS2012/000289

3750 LANE

1

— CALCULATED 1 IN 100 YEAR ARI RL 17.77

DOWNSTREAM

/— REGULAR PERFORMANCE / LEVEL STEEL TRAFFIC

BARRIER RAILING

LIGHTING COLUMN. REFER VOLUME 4 UTILITITES. PLAN REGISTRATION No 0S2012/000 289

PIER 3800 LANE

3450 LANE

2512..L

C 1

PILE

ACCEPTED

REMOVABLE/ COLLAPSIBLE PEDESTRIAN BALUSTRADE

SEE NOTES

SEE NOTE 4

SEE NOTE 5

(BEARING

NOTE 1: 4-0125 ELECTRICAL CONDUITS

NOTE 2: 3-0100 CONDUITS FOR TELSTRA

NOTE 3: 4-0100 ITS CONDUITS FOR RHS

NOTE 4: 080 SEWER MAIN IN 0160 SLEEVE

NOTE V. 050 COMMUNICATIONS CONDUIT FOR FIBRE OPTIC CABLE

(UPSTREAM COLUMN

75 THICK ASPHALT AND WATERPROOF MEMBRANE. TYPICAL-

03370D RECYCLED WATERMAIN. REFER VOLUME 4 UTILITIES PLAN REGISTRATION No 052012/000289

2 o 0419 O.D. POTABLE WATERMAINS. REFER VOLUME 4 UTILITIES PLAN REGISTRATION No DS2012/000289

ELASTOMERIC BEARINGS ITSP.)

Ht. PILE

SECTION

r CALCULATED 1 INS YEAR ARI RL 1103

0300 LONGITUDINAL DRAINAGE PIPE

1850 DEEP INCREMENTALLY LAUNCHED DOUBLE T-EIRDERS

(BEARING

050 UPVC CONDUIT

(DOWNSTREAM COLUMN

POINT LOCATION FASTING NORTHING

HCEN1 CENTRE OF CIRCLE 298227.362 6279748.226

HTP1 STN 145.309 298042.038 6279595.731

HTP2 STN 214.020 297971.383 6279741.202

HCEN2 CENTRE OF CIRCLE 298037.974 6279835.779

HTP3 STN 368.724 297945.955 6279796.633

HTP4 STN 395.219 297938.915 6279822.095

CONTROL LINE MCB0

RL 1.200

HWS RL 0.716

MLWS RL -0.123

01500 PERMANENTLY CASED CAST-1N-PLACE RC PILES 101562 INCLUDING CASING)

H—rt_ PILE t PILE

LAUNCHING NOSE EBERSBACHER JACK LOCATION

RODS

SEGMENT A SEGMENT B SEGMENT C SEGMENT D SEGMENT E

30170 31320 31320 31320 30170 16000

BEARINGS ABUTMENT A B. PIER 1 (PIER 2 (PIER 3 (PIER 4 (BEARINGS ABUTMENT B

SEGMENT C SEGMENT B SEGMENT F SEGMENT 0 I SEGMENT E

LAUNCHING SEQUENCE

I. POUR CASTING BED AND SURVEY TO ENSURE DESIGN LEVELS MATCH DRAWINGS.

2. POSITION LAUNCHING NOSE ON CASTING BED AND ABUTMENT B.

3. INSTALL EBERSPACHER JACKS AND ALL TEMPORARY WORKS.

4. a. CAST SEGMENT A. MATCH CAST AGAINST LAUNCHING NOSE

b. STRESS LONGITUDINAL TENDONS IN SEGMENT A IN THE SEQUENCE PROVIDED ON SHEET No. 81 AND GROUT TENDONS.

c. CONNECT LAUNCHING NOSE.ANO STRESS HIGH STRENGH STRESS BARS.

d. LAUNCH SEGMENT A.

e. INSTALL BRAKING SADDLE AND TEMPORARY GUIDES AT ABUTMENT.

S. a. CAST SEGMENT B.

b. STRESS LONGITUDINAL TENDONS IN SEGMENT DIN THE SEQUENCE PROVIDED ON SHEET No. 81 AND GROUT TENDONS.

c. CAST DIAPHRAGM AT END OF SEGMENT A (DIAPHRAGM TONE CAST AT OR PRIORI TO REACHING ABUTMENT DI

d. LAUNCH SEGMENT B.

e. INSTALL TEMPORARY GUIDES AT THE INSIDE OF EACH PIER COLUMN FOR LAUNCHING.

I. CONTRACTOR TO SURVEY THE BRIDGE DECK SOFFIT AT THE PIERS AFTER EVERYILAUNCH AND ENSURE SETTLEMENT / DEFLECTIONS ARE WITHIN t 5mm AT THE ABUTMENT AND WITHIN 0 10mm AT THE PIERS.

g. REPEAT STEPS 32, b & d FOR SEGMENTS CO. E, F SO.

6. a. CAST SEGMENT H.

b. STRESS LONGITUDINAL TENDONS IN SEGMENT KIN THE SEQUENCE PROVIDED ON SHEET No. 81 AND GROUT TENDONS.

c. LAUNCH SEGMENT H.

d. STRESS TRANSVERSE TENDONS IN SEGMENT KIN SEQUENCE PROVIDED ON SHEET.

8. REPEAT STEPS 5a, b, c & d FOR SEGMENTS I & J.

N. LAUNCH BRIDGE TO FINAL POSITION AND REMOVE LAUNCHING NOSE AND SURVEY BRIDGE LEVELS..

10.CAST DIAPHRAGM AT END OF SEGMENT J.

11. STRESS AND GROUT CONTINUITY TENDONS IN SEQUENCE PROVIDED ON SHEET No. RI,

COMPRESSIVE STRENGTH OF CONCRETE IN SEGMENT J SHALL BE AT LEAST 45 MPa. PRIOR TO STRESSING.

12.CAST END FACE AT ABUTMENT BAND POCKETS AT ABUTMENT A.

13.REMOVE EBERSPACHER JACKS AND SEAT SUPERSTRUCTURE ON PERMANENT BEARINGS AT ABUTMENT B. MAKE GOOD REBATES IN ABUTMENT.

CONSTRUCT ABUTMENT A AND BEND WALLS. COMPRESSIVE STRENGTH OF GROUT IN TENDONS SHALL BE AT LEAST 32 MPa. PRIOR TO JACKING,

14.RAISE SUPERSTRUCTURE AT EACH SUPPORT TO COMPLETE INSTALLATION OF PERMANENT BEARINGS. SUPERSTRUCTURE SHALL BE RAISED BY AN EQUAL AMOUNT (3mm MAXIMUM) UNDER EACH GIRDER AT ONE SUPPORT (PIER OR ABUTMENT) AT THE SAME TIME. COMPRESSIVE STRENGTH OF CONCRETE IN DIAPHRAGM SHALL BE AT LEAST 30 MPa. PRIOR TO JACKING.

15.REMOVE BEARING SLIDE PADS. FIX AND GROUT PERMANENT BEARING TOP PLATES.

16.1AUNCHING NOSE AND SIDE GUIDES ARE TONE DESIGNED BY THE CONTRACTOR, TAKING INTO ACCOUNT FLOOD LOAD AND DEBRIS LOAD DURING A FLOOD EVENT.

ASSUMED LAUNCH NOSE PROPERTIES

LOCATION WEB

THICKNESS Imm)

TOP AND BOTTOM FLANGE

THICKNESSES loom)

OVERALL BEAM DEPTH

Imm)

BOTTOM FLANGE

WIDTH (mm)

TOP FLANGE WIDTH Imml

CROSS SECTIONAL

AREA Imm')

MOMENT OF INERTIA )F•104mml

0.0m 20 40 1850 750 900 101400 6.3007

1.0m 20 40 1850 750 900 101400 6.3007

2.0m 20 40 1850 500 500 75400 4.2003

3.0m 20 40 1850 500 500 75400 4.2003

4.0m 20 40 1850 500 500 75400 4.2003

5.0m 20 40 1850 500 500 75400 4.2003

6.8ro 20 40 1850 500 500 75400 4.2003

7.0m 20 40 1850 500 500 75400 4.2003

8.0m 20 40 1850 500 500 75400 4.2003

9.0m 20 40 1850 500 BOO 75400 4.2003

10.0m 20 40 1850 500 500 75400 4.2003

11.0m 20 40 1850 500 500 75400 4.2003

12.0m 20 40 1850 500 500 75400 4.2003

13.0m 20 40 1850 500 500 75400 4.2003

14.0m 20 40 1850 500 500 75400 4.2003

15.0m 20 40 1850 500 500 75400 4.2003

16.0m 20 40 1850 500 500 75400 4.2003

17.0m 20 40 1850 500 500 75400 4.2003

18.0m 20 40 1850 500 500 75400 4.2003

19.0m 20 40 1850 500 500 75400 . 4.2003

20.0m 20 40 1850 500 500 75400 4.2003

21.0rn 20 40 1850 SOO 500 75400 4.2003

22.0m 20 40 1850 500 500 75400 4.2003

23.0m 20 40 1850 500 500 75400 4.2003

NOTE: M min IS TENSION IN THE BOTTOM FLANGE M max IS TENSION IN THE TOP FLANGE THE ACTIONS PROVIDED ARE UNFACTORED ACTIONS FOR THE TOTAL LAUNCHING NOSE

LAUNCH DIRECTION

AUNCHING NOSE

LAUNCHING NOSE ACTIONS LOCATION CHAINAGE (ml 11 mi. II,Nm1 M max NNW V max Ka

AT INTERFACE WITH SEGMENT 0.000 -18000 2315 2605 1.900 -13900 2090 1810

3.800 -10500 1676 1915

5.700 -7755 1317 1335 7.700 -5465 1009 1050

9.600 -3650 750 930 11.500 -2410 532 590

13.500 -1506 357 420

15:300 -960 254 815 17.300 -621 144 508

19.200 -325 67 299

21.100 -115 21 165 AT START OF LAUNCHING NOSE 23.000 o o o

SEQUENCE NOTES PRECAST BARRIERS SHALL NOT BE PLACED ON SEGMENTS A ORB DURING LAUNCHING. PRECAST BARRIERS MAY ONLY REPLACED IN THEIR POSITIONS ON SEGMENTS C TO J DURING LAUNCHING..

2. WATERMAIN PIPES CAN BE ATTACHED TO THE DECK IN THEIR FINAL POSITIONS PRIOR/ DURING THE LAUNCHING PROCESS. -

3. THE CONCRETE STRENGTH OF A SEGMENT AT TRANSFER TO BE A MINIMUM OF 30MPa PRIOR TO THE STRESSING OF THE LAUNCHING TENDONS. THE MINIMUM CONCRETE STRENGTH OF THE SEGMENT IMMEDIATELY ADJACENT TO THE CASTING BED (SEGMENT BEHIND ABUTMENT B) SHALL BE 45MPa PRIOR TO LAUNCHING.

4. AFTER LAUNCHING IS COMPLETE AND CONTINUITY TENDONS ARE STRESSED AND GROUTED, THE PRECAST BARRIER IS TO BE ADJUSTED FOR LINE AND LEVEL. THE STITCH POUR WILL THEN RECAST. IN THE EVENT OF FLOODING PRIOR TO CASTING OF STITCH POUR, THE BARRIER REINFORCEMENT IN THE STITCH POUR SHALL BE STRAPPED TO THE DECK KERB STARTER BARS.

FOR TENDER

23000

CASTING BED (REFER RELEVANT CONSTRUCTION

DRG'S BY OTHERS) 16626

TEMPORARY SIDE GUIDE INTERMEDIATE SYSTEM TO BE SUPPORT INSTALLED BY

CONTRACTOR

SEGMENT C SEGMENT A SEG ENID

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Appendix 5

Estimate Approval & Acceptance Form

NSW GOVERNMENT

Transport Estimate Approval Roads & Maritime Services Infrastructure projects

I have undertaken a peer review of the project estimate, including the project scope definition, risk register, project cost and schedule reports, in accordance with the RMS Estimating Manual and ProjectPack Estimating pocojwe-

Preparation of project estimate

Signed: Date: 13/04/2ol Name: Lic:3.'t Sink Project Manager

Date: 26 . • Name: I " A"'""• SignedPosition: „1, tio„...)-

1 col

Signed: Name:

Position: 4pc

Note that Delegation 5520 requires separate customer division app announced (P90) project budgets and changes.

Project description Windsor Bridge Replacement over Hawkesbury Road from Macquarie Street to Wilberforce Road

Equip Project No: P.0011444 INSW project tier Tier 3

Customer Division: Sydney Project Office: Greater Sydney PO

Funding source State Funded Delivery method Construct

Scope description Construction of New Bridge over Hawkesbury River and Demolition of the Existing Bridge

Estimate status: Post-Tender Date: 12/04/2018

P50 Cost Estimate (current $)

$124 million ($ March 2018) P50 Cost Estimate (outturn $)

$130 million (Construction period June-2018 to August-2021)

P90 Cost Estimate (current $) $131million ($ March 2018)

P90 Cost Estimate (outturn $)

$137 million (Construction period June-2018 to August-2021)

Name: 0"-a- -1"1 r,et-e•-\/ Signed:Senior Project Manager (Delivery)

I recommend that the estimate amounts are approved.

Date: /6.o 4_15

Estimate review Director of the-reepeyrraibic delivery Office and je.. Ar_

Tier 1&2: Director, Project Services, TPS

Recommendation

Tier 3&4: Director, Project Support, TPS

Tier 5&6: Engineering Estimating Manager

I recommend concurrence with the project estimate vales.

Name: t'KUCe fA6(-414+1-- SignePosition:Di/Y(,DL PPQ)gur SuProgi"

Date:

I concur with the project estimate values in accordance h RMS Delegation 5510. Estimate concurrence

Tier 1&2 — Level 2 Tier 3&4 — Level 3 Tier 5&6 — Level 4

Name:

Position: 41Nceck,f'

Signed:

approve the project estimate values in accordance wit MS Delegation 5510.

Date: '5-16

For use with procedure ILC-Ml-TP0-601 ProjectPack form: ILC-MI-TP0-601-F01 Issue 2.0 April 2018 Document name. ILC-MI-TP0-601-F01Estimate approval form - final v2.1 docx

Delegation 5510

Tier 1&2 — ED Technical nd Project Services Tier 3&4 — Director Projec4 Services Tier 5&6 — N/A

Estimate Approval

Delegation 5510

JO( ç7ç I of project objectives, scope, allocated (P50)

Date:

I have reviewed the estimate based on the estimate concurrence report and I recommend the estimate values.

Date post:	05-Mar-2021
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