keith hall pontoon technical specification

REPORT

Keith Hall Pontoon Technical

Specification

Client: Ballina Shire Council

Reference: M&APA1326R011D0.1

Revision: 0.1/Draft

Date: Friday, 03 March 2017

P r o j e c t r e l a t e d

Friday, 03 March 2017 KEITH HALL PONTOON TECHNICAL SPECIFICATION M&APA1326R011D0.1 i

HASKONING AUSTRALIA PTY LTD.

Unit 2

55-57 Township Drive

QLD 4220 Burleigh Heads

Australia

Maritime & Aviation

Trade register number: ACN153656252

+61 07 5602 8544

[email protected]

royalhaskoningdhv.com

T

E

W

Document title: Keith Hall Pontoon Technical Specification

Document short title: Keith Hall Pontoon Technical Specification

Reference: M&APA1326R011D0.1

Revision: 0.1/Draft

Date: Friday, 03 March 2017

Project name: Ballina Maritime Works

Project number: PA1326

Author(s): James Donald

Drafted by: As above

Checked by: Gary Blumberg

Date / initials: 2/3/17

Approved by: Gary Blumberg

Date / initials: 2/3/17

Classification

Project related

Disclaimer

No part of these specifications/printed matter may be reproduced and/or published by print, photocopy, microfilm or by

any other means, without the prior written permission of Haskoning Australia PTY Ltd.; nor may they be used, without

such permission, for any purposes other than that for which they were produced. Haskoning Australia PTY Ltd.

accepts no responsibility or liability for these specifications/printed matter to any party other than the persons by

whom it was commissioned and as concluded under that Appointment. The integrated QHSE management system of

Haskoning Australia PTY Ltd. has been certified in accordance with ISO 9001, ISO 14001 and OHSAS 18001.


Friday, 03 March 2017 KEITH HALL PONTOON TECHNICAL SPECIFICATION M&APA1326R011D0.1 ii

Table of Contents

1 Description of the Works 1

1.1 Background 1

1.2 Description of the Works 1

2 Site Information 3

2.1 General 3

2.2 Survey 3

2.3 Geotechnical Information 3

2.3.1 Geotechnical Investigations 3

2.3.2 Geotechnical Conditions 3

2.4 Still Water Levels and Currents 3

2.4.1 Astronomical Tides 3

2.4.2 Flood Levels and Currents 4

2.4.3 Sea Level Rise 4

2.5 Wave Conditions 4

2.5.1 Locally Generated Wind Waves 5

2.5.2 Boat Wash Load Conditions 5

3 Relevant Standards and Guidelines 6

4 Detailed Design and Documentation 7

4.1 General 7

4.2 Design Criteria 7

4.2.1 General 7

4.2.2 Safety 7

4.2.3 Design Life 7

4.2.4 Design Vessel 8

4.2.5 Dead Load 8

4.2.6 Live Loads 8

4.2.7 Design Load Combinations 9

4.2.8 Construction Loads 9

4.2.9 Pontoon Floatation and Stability 9

4.2.10 Dynamic Effects 10

4.2.11 Tide Effects 10

4.2.12 Load Factors 10

4.2.13 Durability 10

4.2.14 Thermal Effects 10

4.2.15 Noise Emissions 10

4.2.16 Deck Finish for Pontoon and Landings 10

4.2.17 Mooring Bollards/Cleats 10

4.2.18 Fendering Strip 11


Friday, 03 March 2017 KEITH HALL PONTOON TECHNICAL SPECIFICATION M&APA1326R011D0.1 iii

4.2.19 Pile Guides 11

4.2.20 Piles 11

4.2.21 Flood Anchoring 12

4.2.22 Materials 12

4.3 Design Process 13

4.3.1 Design Resources 13

4.3.2 Design Calculations 13

4.3.3 Design Drawings and As Built Drawings 13

4.3.4 Design Verification 13

4.3.5 Review of Design 13

5 Site Establishment and Preliminaries 14

5.1 Construction Environmental Management Plan 14

5.2 Work Health and Safety Plan (WHS Plan) 14

5.3 Pre-Construction Site Condition Survey and Set Out 14

5.4 Setting out of the Works 15

5.5 Establishment of Temporary Fencing 15

5.6 Mobilisation of Plant, Equipment and Personnel 15

5.7 Temporary Services 15

6 Environmental Management 17

6.1 General 17

6.2 Implementation of CEMP 17

6.3 Reporting of CEMP 17

6.4 Training, Awareness, Competence for CEMP 18

6.5 CEMP Elements 18

6.5.1 CEMP Element #1: Sediment and Water Quality 18

6.5.2 CEMP Element #2: Air Quality 19

6.5.3 CEMP Element #3: Cultural Heritage 19

6.5.4 CEMP Element #4: Potential Acid Sulphate Soils 19

6.5.5 CEMP Element #5: Waste Management 20

6.5.6 CEMP Element #6: Traffic Management 20

6.5.7 CEMP Element #7: Ecology 21

6.5.8 CEMP Element #8: Noise and Vibration 21

6.5.9 CEMP Element #9: Visual Impact 22

6.5.10 CEMP Element #10: Navigational Management 22

7 Fabrication, Installation and Construction 23

7.1 General 23

7.2 Installation of Piles 23

7.2.1 General 23

7.2.2 Handling and Stacking of Piles 23


Friday, 03 March 2017 KEITH HALL PONTOON TECHNICAL SPECIFICATION M&APA1326R011D0.1 iv

7.2.3 Piling Equipment 23

7.2.4 Pile Installation 23

7.2.5 Piling Records 24

7.2.6 Levels and Sets 24

7.2.7 Tolerances 24

7.2.8 Non-conforming Piles 24

7.2.9 Risen Piles 25

7.2.10 Lengthening of Steel Piles 25

7.2.11 Pile Caps 25

7.3 Construction of Concrete Access Ramp 25

7.3.1 Mixing 25

7.3.2 Placing and Compaction 25

7.3.3 Finishes 26

7.3.4 Curing 26

7.3.5 Preservative Treatment 26

7.3.6 Reinforcement 26

7.3.7 Formwork 26

7.3.8 Chamfers 26

7.3.9 Cast-Ins 27

7.3.10 Inspections 27

7.3.11 Rejection 27

7.4 Installation of Pontoon Components 27

7.5 Traffic Bollard 27

7.6 Installation of Navigational Light 27

7.7 Signage 28

8 Compliance Survey and Construction Tolerances 29

8.1 General 29

8.2 Horizontal Positioning 29

8.3 Vertical Datum 29

8.4 Method of Survey 29

8.5 Compliance Survey 29

8.5.1 Scope of Work 29

8.5.2 Approval and Rectification 29

8.6 Construction Tolerance 30

8.7 Processing of Survey Data 30

8.7.1 Data Availability 30

8.8 Survey by Council 30

9 Project Completion 31

9.1 Reinstatement 31

9.2 Disestablishment 31

9.3 Clean-up 31


Friday, 03 March 2017 KEITH HALL PONTOON TECHNICAL SPECIFICATION M&APA1326R011D0.1 v

10 Operational Maintenance 31

Table of Tables

Table 1: Keith Hall tidal levels. 4

Table 2: Predicted flood levels and velocities. 4

Table 3: Design wave conditions. 5

Table 4: Design vessel parameters. 8

Appendices

Appendix A: Drawings

Appendix B: Review of Environmental Factors

Appendix C: Coffey Geotechnics Pty Ltd Geotechnical Report


03 March 2017 KEITH HALL PONTOON TECHNICAL SPECIFICATION M&APA1326R011D0.1 1

1 Description of the Works

1.1 Background

Ballina Shire Council (BSC) is planning to upgrade seven (7) small craft boating facilities along Richmond

River and North Creek. The upgrade of these facilities includes boat ramps, associated carpark facilities

and/or pontoons.

Proposed maritime works planned for the Keith Hall site includes the installation of a new on-ramp

pontoon to improve the usability and complement the new, to be constructed, single lane boat ramp. The

intended purpose of the Works is to construct a safe and functional pontoon system as described by this

Technical Specification and associated supporting documentation.

1.2 Description of the Works

The Works to be carried out under this contract shall include the detailed design, construction/fabrication

and installation of an on-ramp pontoon system at the Keith Hall boat ramp facility to the dimensions shown

on the Drawings in Appendix A. The Works shall be completed in satisfaction of this Technical

Specification and any other documents referenced or otherwise supplied by Council, and to a standard

which would be reasonably expected for the Works.

The major items of work include:

Detailed design and documentation of the concrete access ramp, pontoon components and piles;

Site establishment and construction preliminaries;

Construction and installation of concrete access ramp, pontoon components and piles; and,

Project completion including site disestablishment and clean-up.

The Contract is a design and construct contract requiring the Contractor to produce designs (including

engineer certified drawings, specifications, etc.) of the Works and to construct the Works in accordance

with those designs and all relevant approval requirements.

The Contractor shall undertake the following tasks as a minimum:

(i) Complete and certify the design (including provision of CPEng or approved equivalent certified

drawings to Council);

(ii) Conduct pre-construction site condition survey;

(iii) Prepare and implement Construction Environmental Management Plan (CEMP);

(iv) Prepare and implement Work, Health and Safety (WHS) Plan;

(v) Mobilisation and establishment onsite and erect temporary barricading;

(vi) Set out using the services of a Registered Surveyor;

(vii) Prepare existing ramp surface for installation of pontoon restraint piles;

(viii) Supply and install pontoon restraint piles;

(ix) Construct reinforced concrete access ramp;

(x) Fabricate and install pontoon components, including deck furnishings and fixings (including: mooring cleats, pile cages and fendering);

(xi) Install traffic bollard at the pontoon entrance; (xii) Supply and install signage; (xiii) Complete compliance survey using the services of a Registered Surveyor; and, (xiv) Reinstate any damage, clean up and disestablish from the Site.



The Technical Specification herein, which includes the Drawings in Appendix A, covers requirements

such as the standard of workmanship and quality of materials required for the design, manufacture,

delivery, installation, commissioning and certification of the proposed pontoon system. This Technical

Specification has been structured as follows:

Section 1 – Description of the Works

Section 2 – Site Information

Section 3 – Relevant Standards and Guidelines

Section 4 – Detailed Design and Documentation

Section 5 – Site Establishment and Preliminaries

Section 6 – Environmental Management

Section 7 – Fabrication, Installation and Construction

Section 8 – Compliance Survey and Construction Tolerances

Section 9 – Project Completion

Section 10 – Operational Maintenance



2 Site Information

2.1 General

The Keith Hall site is located on the eastern bank of the Richmond River and can be directly accessed from River Drive to the east. The site currently comprises of an informal boat ramp which adjoins a small greenfield site. The existing unformed single lane ramp is often used and maintained by local users. It is anticipated that a new boat ramp facility (ramp, manoeuvring and parking

infrastructure) will be constructed at the site in 2017, prior to the installation of the pontoon..

A summary of key site information is provided in the following sub-sections. Further site information can

also be found in the Review of Environmental Factors (REF) attached in Appendix B.

2.2 Survey

Survey data available for the Site is shown on the Drawings in Appendix A. The survey data is based on

topographical survey information provided by Council (2016) and bathymetric survey information collected

by RHDHV in 2016. All survey data should be considered indicative only. The contractor is to confirm all

levels and the alignment of the existing structure prior to construction. It should be noted that level and

slope of the river bank and bed can only be considered correct at the time of the survey. Bank and river

bed elevations are subject to variations over time, due to natural processes.

All reference to Relative Level (RL) in this report is given to Australian Height Datum (AHD).

2.3 Geotechnical Information

2.3.1 Geotechnical Investigations

A geotechnical assessment of the Site was undertaken by Coffey Geotechnics Pty Ltd in June 2016. The

report is included in Appendix C. The sub-surface investigations include a deep borehole, California

Bearing Ratio (CBR) testing and four DCP tests as well as a geotechnical assessment of the Site.

2.3.2 Geotechnical Conditions

The subsurface conditions at the site location comprise of a thin veneer of alluvial soil overlying deep

estuarine deposits to beyond 31.5 meters below ground level (BGL).

Recommendations made as part of the geotechnical investigations, including design parameters, can be

found in the geotechnical report provided in Appendix C.

2.4 Still Water Levels and Currents

2.4.1 Astronomical Tides

Water levels at the Site are mainly influenced by astronomical ocean tides propagating up the Richmond

River. Tide levels for Keith Hall have been provided in Table 1.



Table 1: Keith Hall tidal levels.

Tidal Level Tidal Amplitude

(m AHD)1

Keith Hall

Highest Astronomical Tide HAT 0.93

Mean High Water Springs MHWS 0.56

Mean High Water MHW 0.45

Mean High Water Neaps MHWN 0.33

Mean Sea Level MSL 0.02

Mean Low Water Neaps MLWN -0.30

Mean Low Water MLW -0.41

Mean Low Water Springs MLWS -0.52

Lowest Astronomical Tide LAT -0.79

80% Water Level Exceedance - -0.307

1Based on NSW Office of Environment & Heritage (OEH) tidal plane analysis results from data measured at the Burns Point

recording station.

2.4.2 Flood Levels and Currents

The Richmond River is known to flood under certain conditions. Flood levels and current velocities for

various average recurrence intervals (ARIs) have been estimated and they are provided in Table 2 (BSC,

2016).

Table 2: Predicted flood levels and velocities.

Average Recurrence Interval Predicted Flood Height AHD Predicted Flood Velocity

(Downstream)

20 year ARI +1.5 m 1.1 m/s

50 year ARI +1.8 m AHD 1.2 m/s

(Source: Personal Communication, Ballina Shire Council Officer to RHDHV Engineer, July 1016)

The Richmond River is subject to significant flood events and as such, it is proposed that the floating

pontoon components be anchored via a flood resistant chain to prevent the floating components detaching

during extreme flood events.

2.4.3 Sea Level Rise

BSC has adopted the former NSW Sea Level Rise Policy 2009 (former DECCW) which identifies sea level

rise projections of a 40 cm increase by 2050 and 90 cm increase by 2100, relative to 1990 levels as a

planning benchmark.

It is assumed that the Works would be completed in 2017 and the design life would be 25 years. The sea

level rise in 2042, relative to the present day, shall be adopted as 0.3 m (assuming a linear increase in sea

level from the present time to 2042).

2.5 Wave Conditions

Wave conditions at the Site are limited to passing vessel wash and locally generated wind waves.



2.5.1 Locally Generated Wind Waves

Wind waves are generated when the wind blows across a body of water. Wind wave hindcast procedures

were used to predict the incident wind wave climate at the Site for various ARIs, which is summarised in

Table 3. The maximum fetch (distance of water over which the wind blows) at the Site is 2,600 m and the

direction of the maximum fetch is south west.

Table 3: Design wave conditions.

Site Parameter 1 year ARI 25 year ARI 50 year ARI

Keith Hall Significant Wave Height (Hs, m) 0.45 0.73 0.85

Peak Period (Tp, seconds) 1.9 2.3 2.4

2.5.2 Boat Wash Load Conditions

Previous advice provide by WBM to Ballina Shire Council (Facsimile Transmission, WBM to Ballina Shire

Council Officer, September 2001) noted that the largest boat wash expected in the Richmond River would

be similar to vessel wash produced by a trawler sized monohull vessel operating at full cruising speed.

Advice previously provided by WBM suggested that vessel wash of up to 0.5 m with a period of 2.5

seconds may be encountered along the Richmond River.



3 Relevant Standards and Guidelines

The Contractor is required to adopt Australian Standards and Codes of Practice or approved equivalent

British or American Codes where Australian Standards are not available for this Contract.

As a minimum, all design, materials, workmanship and testing shall comply with, but not be limited to, the

latest issue (including amendments) of the standards and guidelines listed in this section including all

referenced and related documents therein, to the extent that it is not overridden by this Technical

Specification. Refer any inconsistencies to the Superintendent for instructions.

Standards

AS 3962 Guidelines for Design of Marinas AS 4997 Guidelines for the Design of Maritime Structures

Guidelines

Coastal Engineering Manual prepared by USACE (USACE, 2008).

Disabled Discrimination Act 1992 (DDA).

Northern Rivers Local Government Development Design and Construction Manual.

NSW Boat Ramp Facility Guidelines prepared by NSW Roads and Maritime Services (RMS,

2015).

NSW Maritime Engineering Standards and Guidelines for Maritime Structures prepared by NSW

Maritime (NSW Maritime, 2005).



4 Detailed Design and Documentation

4.1 General

Under the Contract, the Contractor must develop a detailed design, document the design and construct

the work.

As part of their Tender submission the Contractor shall submit the following details:

1. A description of the pontoon system to be provided and evidence of proven satisfactory

performance in similar environments and applications;

2. Layout and preliminary sizing of all structural elements including piles and pontoon components;

and,

3. Routine inspection and maintenance for all components of the system in the form of a Life Cycle

Cost Plan, identifying and describing all expected maintenance activities and the estimated cost of

these activities over the design life of the structure.

It is intended that the Contractor undertakes sufficient site investigations and preliminary design activities

during the Tender period to identify all requirements needed to satisfy the requirements of this Technical

Specification. Acceptance of pre-contract design submissions shall not be interpreted as Council having

agreed with, or approved, the designs.

4.2 Design Criteria

4.2.1 General

The design criteria used by the Contractor shall include all design criteria listed in this Technical

Specification and relevant standards (refer Clause RELEVANT STANDARDS AND GUIDELINES) as well

as all other necessary design criteria to ensure the Works comply with the objectives of the development.

4.2.2 Safety

Construction and occupational safety is to be the primary concern in the design of the facility. Generally,

the design is to be in accordance with Australian Standards and accepted international health, safety and

environmental criteria. The pontoon system is to include additional accessories to improve infrastructure

safety, such as pile cages, signage, appropriate lighting and tactile warning strips at all changes in

gradient.

4.2.3 Design Life

Design life is defined as the period of time the structure remains serviceable, subject to fair wear and tear,

regular inspections and a reasonable level of periodic and as-needed maintenance.

The Contractor shall design the Works in accordance with the requirements of this Specification to

achieve a minimum service life of 25 years with the exception of piling, which shall have a minimum

service life of 50 years.



4.2.4 Design Vessel

The pontoon will be required to accommodate a variety of vessels likely to launch from the newly

constructed boat ramp. It is not anticipated that vessels larger than the maximum ‘trailerable’ limit for

boats will utilise the pontoon. The design vessel parameters are described in Table 4.

Table 4: Design vessel parameters.

Parameter Unit Design Vessel 1

Vessel Description Trailerable power boat

Displacement Tonnage Tonnes -

Length 1 metres 7.5

Beam 2 metres 2.5

Draft 1 metres 0.9

Berthing velocity m / sec Perpendicular velocity of 0.33

1 Typical vessel dimensions obtained from AS 3962.

2 Maximum width permitted on NSW roads (without additional permit) obtained from RMS vehicle standards information.

3 Allow also for accidental berthing impact velocity of 0.45 m/s (refer Clause DETAILED DESIGN AND DOCUMENTATION, DESIGN CRITERIA, LIVE

LOADS).

4.2.5 Dead Load

The dead load will be the self-weight (including all framing, decking, connection, flotation units, and all

permanently attached equipment), applied in accordance with AS 1170.1.

4.2.6 Live Loads

Vertical Live Loads - Pontoon

The minimum design vertical live load for the pontoons shall be 3.0 kPa for flotation requirements and

2.0 kPa for stability requirements.

All elements of the pontoon shall be designed for a concentrated load of 4.5 kN.

All elements of the pontoon shall be capable of withstanding a minimum horizontal load applied at deck

level of at least 2.5% of the total maximum permanent and imposed loads.

Horizontal Live Load – 50 Year Return Interval Wind Load

Wind loads are applied directly to the facility and indirectly to the facility through the action of wind on

moored craft. The windage area, drag coefficient and wind speeds for calculation of wind loads on the

design craft shall be as nominated in AS 3962 for the design vessel specified (refer Clause DETAILED

DESIGN AND DOCUMENTATION, DESIGN CRITERIA).

Horizontal Live Load – Wave Loading

The facility shall be designed for wave loads due to boat wash and wind generated waves. The design

shall consider the combination of boat wash and for waves generated in a 50 year ARI storm (refer Clause

SITE INFORMATION, WAVE CONDITIONS).

In no case shall pontoons be designed for a wave loading component less than 2.0 kN per metre length of

pontoon.



Horizontal Live Load – Debris and Current Loading

The pontoon structure shall be designed to include current loadings as per AS 3962 for a 50 year ARI

current (refer Clause SITE INFORMATION, STILL WATER LEVELS AND CURRENTS).

The Richmond River is subject to significant flood events and as such debris loading shall be considered

as part of the design. Debris loading could occur at the top of the flood stage, exerting a load at the

maximum lever arm of the cantilevered piles (Maximum water levels are provided in Clause SITE

INFORMATION, STILL WATER LEVELS AND CURRENTS). Debris loading design is to include:

Two tonne log impact on piles;

Debris mat no less than 2 times the draft of the pontoon; and,

Negative lift phenomena.

Horizontal Live Load – Normal Berthing Impact

The structure shall be designed to withstand the loads applied due to berthing impacts of the design

vessel. A design approach speed, acting perpendicular to the structure, of the design craft of not less than

0.3 m/s, and an exposure factor (Ce) factor of 1.0 shall be adopted.

In any event, a berthing force of not less than 2 kN per metre of berth face shall be allowed for in the

design.

Horizontal Live Load – Accidental Berthing Impact

The facility shall be designed to withstand the loads applied during berthing impacts from design vessels

having an accidental design berthing velocity of 0.45 m/s and a Ce factor of 1.0. In this case, the

acceptable degree of stressing may be increased above that used for normal berthing impact, but the

facility must not deflect excessively.

4.2.7 Design Load Combinations

Possible combinations of dead load, vertical live load and horizontal live load shall be considered in the

design in accordance with AS 3962.

4.2.8 Construction Loads

It will be the responsibility of the Contractor to maintain the structural adequacy and stability of the

structures during construction.

4.2.9 Pontoon Floatation and Stability

Under all loading combinations, the whole of the top deck of the pontoon shall remain clear of the water

surface (minimum 50 mm freeboard) and the opposite chine shall remain submerged.

Pontoons shall be designed to have a floating freeboard (under the effect of the dead load only) between

375 mm (minimum) to 500 mm (maximum).

The pontoon shall maintain a positive freeboard (without live load) in the event of one watertight bulkhead

being punctured.

The structure must be stable at all times and where the specified live load is distributed over half the width

of the pontoon, the angle of tilt shall not exceed 15 degrees.



4.2.10 Dynamic Effects

The floating berth structure shall be designed to withstand dynamic effects. These effects shall include

pontoon motion caused by the most critical wave conditions. The design shall consider the response of

the pontoon under all load combinations.

4.2.11 Tide Effects

Tidal amplitudes for Keith Hall have been presented in Clause SITE INFORMATION, STILL WATER

LEVELS AND CURRENTS. All structures are to be designed to consider the cyclic loading of tides.

4.2.12 Load Factors

Load factors shall be applied in accordance with AS 3962, AS 1170.1 and AS 4997. Refer any

inconsistencies to the Superintendent for instructions.

4.2.13 Durability

The Contractor shall ensure adequate durability for all elements of the pontoon system.

Durability must be addressed by the Contractor in the design, construction, operation and maintenance of

all elements of the Works.

Durability standards and guidelines for the various materials and components used in all permanent

structures must be in accordance with the relevant Australian Standards.

Concrete mixes and paint coatings proposed for use in the Works shall have a proven history of durability

and suitability for use on similar applications in a similar marine environment.

4.2.14 Thermal Effects

The design shall include, as appropriate, loadings and movements resulting from thermal effects as

outlined in AS 1170.1, considering both uniform temperature variations and differential temperature

gradients.

4.2.15 Noise Emissions

The design shall ensure that the completed installation will not generate excessive noise with particular

emphasis on pile guides, hinges, rollers or slides.

4.2.16 Deck Finish for Pontoon and Landings

The deck finish shall be uniform in colour and appearance, and shall be free of hazards and cracks.

Details of deck finishes shall comply with AS 1657 and shall be provided to the Superintendent for

approval. The deck finish shall be approved prior to construction.

4.2.17 Mooring Bollards/Cleats

Adequately sized bollards/cleats shall be provided to resist (without failure) the mooring line forces

resulting from the combined action of wind, waves and currents on the design vessels.

Cleats shall be placed at a maximum spacing of 3 m along the berthing face.



Mooring cleats shall be positioned such that mooring lines tied to the cleats are not a trip hazard.

Cleats shall be of durable material such as cast aluminium alloy, stainless steel or very high density

reinforced plastic, fixed with stainless steel bolts.

4.2.18 Fendering Strip

Continuous moulded fendering shall be provided to all faces of the pontoon for protection of berthed

vessels and pontoon edges.

Fendering shall be moulded HDPE and shall be designed to accommodate the design berthing load in

longitudinal and transverse directions.

4.2.19 Pile Guides

The pontoon shall be designed to include centrally located piles allowing berthing to be possible on either

side of the pontoon.

Pile guides shall be designed and installed to adequately transfer the forces imposed on the pontoon to

the piles. The pile guides shall be designed to prevent the generation of noise and to avoid removal of

protective coatings or excessive wear.

The relative hardness between the wearing pad and the pile protective coating (if required) shall be such

that the wearing pad wears in lieu of the pile protection.

Pile cages shall be supplied and shall be a minimum 1000 mm high. Pile cages shall restrict entry to the

pile restraint system from the walkway surface.

4.2.20 Piles

Piles shall be positioned and designed in order to be capable of accommodating the bending moment and

axial forces required. In no case shall any pile have a working bending moment capacity of less than

100 kNm, or a working load axial compression capacity of less than 100 kN.

The pilling design should be determined based on the available geotechnical information (refer Clause

SITE INFORMATION, GEOTECHNICAL INFORMATION, Appendix C). If available geotechnical

information is considered insufficient, the Contractor may need to probe the proposed pile locations in

order to further asses the nature of the bed material.

The Contractor shall make its own assessment of the pile lengths and strengths required to achieve the

required penetration and working capacity for the proposed layout.

Cut-off level for piles shall be determined based on the design water levels and wave heights provided in

Clause SITE INFORMATION.

Piles shall have a suitable corrosion protection system to ensure the specified design life is achieved.

Piles shall have bird resistant caps.



4.2.21 Flood Anchoring

The Richmond River is subject to significant flood events and as such it is proposed that the floating

pontoon be anchored via flood resistant chains to prevent the pontoon detaching during extreme flood

events.

The pontoon shall be securely connected to the restraint piles with Grade 316 stainless steel wire rope

and shackle anchor system with sufficient retention strength.

The anchor rope shall be coiled with cable ties so that it is concealed from view.

4.2.22 Materials

Materials used in construction and fabrication of the pontoon system shall resist the corrosive effects of

the salt water environment and attack by marine organisms to ensure low maintenance and effective

performance.

Metalwork

Metalwork shall be corrosion resistant or shall receive adequate corrosion protection.

Stainless steel shall be Grade 316 in non-welded components and 316L (or superior) in welded

components.

Surface finish of stainless steel components shall be specified in the Contractor’s Specification to ensure

surface corrosion (tea staining) does not occur.

Aluminium shall be 6061-T6, 6063-T5 or 5083-H321 grades.

Dissimilar metals shall be isolated to prevent electrolytic corrosion.

Fasteners

All fasteners shall be corrosion resistant. Fasteners resisting stresses shall be stainless steel (minimum

Grade 316) or other non-corrosive material.

Concrete

The design of reinforced concrete elements located in salt water environments shall incorporate the

following:

Exposure classification of C2 as outlined in AS 3600;

Concrete mix design satisfying the recommendations provided within AS 4997;

Concrete shall be Special Class (SC) in accordance with AS 1379;

Concrete shall have a minimum characteristic compressive strength (f’c) of 40 MPa;

The durability class of aggregates shall be Class C in compliance with AS 2758.1;

Cover to reinforcement should be 65 mm or greater, where 65 mm cover cannot be achieved, the

deck shall have a minimum 45 mm cover with a post-cast silane coating or concrete admixture to

reduce ingress of moisture and chlorides;

The concrete mix shall be designed and the reinforced concrete structure constructed to provide

protection of embedded reinforcement against corrosion (time to propagation) for the specified

service design life of 25 years;

Galvanised reinforcement should be specified in combination with galvanised tie wire;



Design stresses resulting from serviceability actions shall be less than or equal to 150 MPa to

control crack widths;

All concrete surfaces shall be broom finished, non-slip and to within 25 mm of the waler system on

the pontoons;

Any cast-in fixtures shall be stainless steel (Duplex Grade 2205) and electrically isolated from

internal reinforcement; and,

Submit to the Superintendent for approval the final concrete mix design(s) no less than 5 working

days prior to delivery or placement of concrete.

4.3 Design Process

4.3.1 Design Resources

Throughout the design process the Contractor is to engage professionally qualified personnel. The use of

persons professionally qualified shall not relieve the Contractor of its liability under the Contract.

4.3.2 Design Calculations

If so requested by the Superintendent, the Contractor shall be able to provide a numbered, indexed and

bound set of design calculations on completion, or before overall completion, for any given component of

work. The cost of providing design calculations shall be borne by the Contractor.

4.3.3 Design Drawings and As Built Drawings

All Contractor Drawings shall be of a standard consistent with normal engineering and construction

practice and shall be signed off by a CPEng or approved equivalent and shall be witnessed by the

Superintendent prior to construction.

Fully dimensioned working drawings showing clear and complete details of each assembly, component

and connection, together with all information regarding fabrication and handling shall be prepared by the

Contractor and provided to the Superintendent.

The Contractor shall provide “As Built” Drawings, which shall accurately reflect the as-constructed works.

The “As Built” Drawings shall be signed off by a CPEng or approved equivalent.

4.3.4 Design Verification

The Contractor shall demonstrate and certify that all designs, computations, drawings and other design

documentation has been verified and that the completed design and documentation fulfils all requirements

of this Technical Specification and relevant standards. If requested by the Superintendent, the Contractor

shall submit copies of all calculations, design checks and technical review records to Council, Council’s

consultants and/or authorities to review and/or approve. The cost of supplying any documentation shall be

borne by the Contractor.

4.3.5 Review of Design

The Contractor acknowledges that Council may engage specialist consultants to advise and report on the

Contractor’s design of the Works and whether the Contractor’s design and drawings comply with the

requirements of this Technical Specification and relevant standards.



5 Site Establishment and Preliminaries

The Contractor is responsible for all project preliminaries and site establishment works which include:

Prepare and implement Construction Environmental Management Plan (CEMP);

Prepare and implement work place health and safety plan;

Pre-construction and site condition survey;

Establish onsite temporary fencing;

Mobilisation of plant, equipment and personnel; and,

Provision of temporary services.

The Contractor’s preliminaries and site establishment requirements have been described in the following

sub-sections.

5.1 Construction Environmental Management Plan

The Contractor shall prepare and implement a CEMP prior to any works being conducted onsite. The

Contractor shall submit the CEMP to the Superintendent for review and approval prior to the Works being

undertaken. Preliminary environmental control measures have been identified as part of the REF (refer

Appendix B) and they have been listed in Clause ENVIRONMENTAL MANAGEMENT. These control

measures are to be included in the Contractors CEMP. The Contractor shall ensure all workers are aware

of and adhere to the CEMP requirements.

5.2 Work Health and Safety Plan (WHS Plan)

The Contractor shall comply with all Work Health and Safety (WHS) requirements set out in NSW WHS

legislation.

The Contractor shall prepare Safe Work Method Statements (SWMS) and ensure adherence to these for

all construction tasks. Copies of SWMS are to be kept onsite for ready reference by workers. Tool box

talks/meetings and briefing sessions are to be conducted by the Contractor to ensure full compliance with

the SWMS. All construction personnel shall be appropriately qualified and carry relevant documentation

(such as a construction induction card or specific operating licences) with them at all times.

The Contractor shall obtain and keep onsite all relevant Safety Data Sheets (SDS) for any materials that

are used in the Works. All transportation, storage and use of these materials shall be in accordance with

the SDS.

Prior to commencement of the Works on the Site, the Contractor is to submit to Council a Work Health

and Safety (WHS) Management Plan for approval to ensure; compliance with relevant legislation and

responsible work practices are followed.

5.3 Pre-Construction Site Condition Survey and Set Out

The Contractor shall be required to undertake a dilapidation survey of all areas which may be affected by

construction activity within 2 days prior to the commencement of the Works. The dilapidation survey shall

be replicated prior to Practical Completion. The purpose of this survey is to confirm the “Pre” and “Post”

construction condition of the Site and surrounds.

The dilapidation survey shall be completed by the Contractor in the company of the Superintendent.



The dilapidation survey shall comprise a comprehensive photographic record and/or video record,

including comments, of the existing condition of all areas which may be affected by the construction

activity. The Contractor shall compile this record into a bound report and provide two copies to the

Superintendent.

5.4 Setting out of the Works

Subject to specified tolerances, all work is to be constructed to the lines and levels shown on the

Drawings. Refer also Clause COMPLIANCE SURVEY AND CONSTRUCTION TOLERANCES,

CONSTRUCTION TOLERANCE.

The Contractor shall be responsible for setting out the Works. The Contractor shall engage a Registered

Surveyor to set out the Works. Refer clause COMPLIANCE SURVEY AND CONSTRUCTION

TOLERANCES. The Contractor shall make good any error in setting out the Works at its own cost and to

the satisfaction of the Superintendent.

All set out dimensions shown on the Drawings shall be verified by the Contractor onsite before work

commences.

5.5 Establishment of Temporary Fencing

The Contractor’s Working Area shall be restricted to those areas directly affected by the Works. The

Contractor’s Working Area shall be agreed with the Superintendent before work commences on the Site.

The Contractor shall maintain all fencing to ensure that a continuous barrier is provided around the

perimeter of the Works area.

During the construction of the pontoon the ramp will need to be closed, meaning potential users will need

to be directed to nearby alternative boat ramps. The Contractor will be responsible for erecting signage

directing potential users to the nearby East Wardell boat ramp. The required wording for the signboards

will be advised by Council. The signage shall be erected no less than one (1) week prior to ramp closure.

5.6 Mobilisation of Plant, Equipment and Personnel

With respect to the mobilisation of required plant, equipment and personnel:

The Contractor is responsible for furnishing the Site with all plant, equipment and personnel

necessary for completing the Works.

The Contractor shall consult with the Superintendent prior to mobilising any heavy machinery or

construction plant to the Site or surrounding roads/waterway.

The Contractor shall take all precautions to ensure that roads are not damaged as a result of the

Works or the mobilisation of plant and equipment.

Any damage to the car park or local streets shall be rectified by the Contractor immediately, at no

cost to Council.

The Contractor shall manage each vehicular movement to and from the Site to ensure safety and

minimise disruption to pedestrian and other traffic movements.

5.7 Temporary Services

The Contractor shall arrange for the connection of any required services to complete the Works (i.e.

temporary service lines for water, power, telephone and any other service that is deemed necessary by



the Contractor). All such arrangements shall be in accordance with the requirements of the relevant

Authority. The Contractor shall meet the cost of accessing and providing these services to the work site as

appropriate, their use, and removal at completion.



6 Environmental Management

6.1 General

The Contractor’s Construction Environmental Management Plan (CEMP) shall comply with the following

sections of this Technical Specification. A CEMP shall be prepared by the Contractor. The Contractors

CEMP shall be approved by the Superintendent prior to commencing the Works. Key environmental

control measures that have been identified as part of the Review of Environmental Factors (RHDHV,

2016) (refer Appendix B) are to be included in the Contractors CEMP and have been discussed in the

following sub-sections.

During the execution of the Works, the Contractor shall ensure that Ballina Shire Council’s ordinances

relating to environmental protection, as well as any other environmental requirements of relevant

authorities are adhered to.

6.2 Implementation of CEMP

Council is responsible for:

ensuring that the Contractor’s CEMP meets the requirements of the Contract Documents; and,

auditing the Contractor's implementation of the CEMP and issuing corrective action requests to

the Contractor, as appropriate.

The Contractor is responsible for preparation of a CEMP, which states the Contractor's policy and methods

of implementation for:

compliance with all relevant local, State and Commonwealth environmental legislation, guidelines,

permits and licences and industry codes of practice;

design of temporary environmental measures to mitigate any unfavourable environmental

impacts;

construction, operation, maintenance and monitoring of all environmental measures during

construction and the relevant defects liability period;

reporting and correcting CEMP non-conformances during construction and the relevant defects

liability period; and,

correcting CEMP matters raised by the Superintendent on corrective action requests.

The CEMP must be submitted and approved by the Superintendent at least seven (7) days prior to the

commencement of construction work. The Superintendent will be responsible for periodic monitoring and

auditing of the CEMP, reporting the results and issuing corrective action requests.

Corrective Action Requests (CAR) will specify the CEMP non-conformance and require the

person/organisation responsible to state the corrective action being taken and its time of completion and,

in addition, will require a statement of preventive actions to ensure that similar non-conformances do not

occur.

6.3 Reporting of CEMP

An Environmental Management File (EMF) shall be maintained by the Contractor, containing all

documentation pertaining to environmental management of the project. The EMF should take the form of a



traditional correspondence file. The Contractor shall undertake routine inspections of the construction area

to identify any Environmental Management non-conformances with construction phase actions. A report

providing details of these inspections is to be maintained on the EMF.

The Contractor shall prepare a monthly report including a description of monitoring activities, non-

conformance notices and corrective action notices (both completed and pending).

During construction, the Contractor’s Environmental Representative shall make daily visual inspections of

the Site and any discharges from the Site.

The Contractor and any Subcontractors shall report any non-conformance with the CEMP to the

Superintendent. Reporting shall be done immediately after the non-conformance has occurred.

The Contractor is responsible for carrying out preventative action and corrective action resulting from a

non-conformance.

6.4 Training, Awareness, Competence for CEMP

All activities on the project which have a potential to cause environmental harm shall be identified by the

Contractor and personnel competent to carry them out shall be selected by the Contractor or, alternatively,

others shall be given specific training and assessed for competency.

All staff shall be trained and assessed in environmental responsibilities by the Contractor.

The Contractor should be aware that compliance with the CEMP does not remove the responsibility of

compliance with the law.

6.5 CEMP Elements

The following elements are considered the minimum requirements for the CEMP.

6.5.1 CEMP Element #1: Sediment and Water Quality

The Contractor shall determine the control measures appropriate for the Site. Management measures

shall incorporate the following items:

runoff from disturbed areas of the Site shall be controlled. Control measures shall be developed in

accordance with the recommendations of the ‘blue book’ - Managing Urban Stormwater: Soils and

Construction (Landcom, 2004);

reinstate disturbed areas as soon as practicable following completion of the Works;

implementation of controls to prevent erosion of the river bank during the Works

remove all general waste and demolition products offsite following completion;

Contractor to provide a method statement outlining procedures for preventing spills and to avoid

construction materials or equipment being dropped into the water; and,

Contractor shall maintain onsite environmental safeguards such as an emergency spill kit and

procedures to contain and collect potential leakage and spillage of fuels, oils and greases from

plant and equipment.

Except for the materials required to construct the pontoon and piles, no demolition or excavation material,

or any other materials supplied to the Site, shall be lost, placed or disposed in the Richmond River,



irrespective of whether this action occurs illegally, or accidentally. Upon any such incident occurring that

contravenes this requirement, the following shall occur:

the Contractor shall immediately provide sufficient resources to retrieve the placement or disposal;

the date, time, exact location and extent of the placement or disposal shall be recorded by the

Contractor in writing and by photographs;

the incident shall be reported to the Superintendent within three (3) hours; and,

the placement or disposal shall be recovered from the River to the satisfaction of, and within a

timeframe stipulated by the Superintendent.

The cost to the Contractor of protecting Richmond River in accordance with this clause shall be fully borne

by the Contractor, and shall be deemed to be included in the Tender price for the Works.

6.5.2 CEMP Element #2: Air Quality

The Contractor is responsible for ensuring that the operation of construction plant and equipment results

in minimum impact on air quality.

Best management practices shall be implemented including:

minimising land areas disturbed and exposed at any one time;

confining vehicle movements to designated areas;

ensuring that all vehicles and equipment are fitted with appropriate exhaust control measures and

are adequately maintained in line with manufacturer’s requirements;

all plant used by the Contractor is to be in good operating condition and free of excessive

emissions;

ensuring exhaust emissions from construction machinery and trucks remain within NSW EPA

emission standards; and,

ensuring that all trucks leaving the construction site are checked daily for mud/dust and cleaned

as necessary.

Burning of any waste arising from construction activities is prohibited.

6.5.3 CEMP Element #3: Cultural Heritage

If any item of indigenous significance is found during construction, work shall cease in the immediate area

and the matter referred to Council. NSW Office of Environment & Heritage (OEH) and the Local Aboriginal

Land Council would then be contacted, in accordance with the Heritage Act 1977.

6.5.4 CEMP Element #4: Potential Acid Sulphate Soils

Depending upon the extent of the earthworks, an Acid Sulfate Soil Management Plan (ASSMP) may be

required.

The Contractor shall be required to facilitate the monitoring of any supernate from stockpiles.

If acidic conditions are encountered in the monitoring, then the Superintendent shall instruct the

Contractor to prepare an ASSMP with provisions to manage and dispose of acid sulfate soils. The ASSMP

shall be supplied to the Superintendent for approval. No additional excavation works shall be undertaken

until the ASSMP is approved.



6.5.5 CEMP Element #5: Waste Management

The Contractor shall be responsible for waste management. As a minimum, waste management shall

include the following:

Construction waste shall be managed in accordance with a waste minimisation hierarchy as

follows:

o avoidance, where possible;

o treated, as required and reused onsite;

o recycled, either within the site or offsite; and,

o where other alternatives are not possible, wastes would be disposed of at appropriately

licensed waste management facilities;

In accordance with the above, any excavated or demolition material that is not suitable for onsite

reuse (e.g. fill material, broken concrete or seabed debris) should be reused by Council elsewhere

where possible. If an application for the material is not found by Council then the potential for

reuse in local private construction should be investigated. Disposal of the material to a licenced

landfill would only be considered if all possible reuse options are exhausted;

all equipment used shall be well maintained and serviced to ensure they are in proper working

order and reduce the likelihood of fuel/oil leaks and spills;

all waste generated during the construction activities shall be contained appropriately before

removal and disposal off-site to prevent it from entering the marine environment;

any site washrooms and toilets shall be provided with approved waste disposal;

waste oil shall be collected in drums and transported off site for recycling where possible;

petroleum products shall be stored, handled, separated and signed as required by the AS 1940

Storage and Handling of Flammable and Combustible Liquids;

refuelling shall be carried out within bunded areas to prevent pollution from spillage;

waste oils shall be collected and transported to recycle depots or approved disposal sites. Major

maintenance and repairs of construction plant and equipment shall be carried out offsite;

dangerous goods shall be stored and handled on bunded impervious floors and separated and

signed as required by the regulations and the relevant codes and standards published by

Standards Australia;

oil spill response kits shall be onsite at all times during the Works;

the Contractor shall prepare an Emergency Response Plan and train employees in the use of

equipment, chemicals, and protective clothing and the implementation of the Emergency

Response Plan; and,

any spills of dangerous goods shall be rendered harmless and collected for treatment and

disposal at an approved site.

6.5.6 CEMP Element #6: Traffic Management

The Contractor shall be responsible for undertaking and invoking all necessary traffic management

measures during construction as required by the relevant authorities. The Contractor shall prepare and

submit a Traffic Management Plan (TMP) to the Superintendent for approval, prior to commencing with

construction activities. The cost of all such measures, as required and requested by the relevant

authorities, is deemed to be included within the Contractor’s Tender price.

Traffic management shall include safe passage and unrestricted access for pedestrians and members of

the public around the perimeter of the Contractor’s Working Area.

Road traffic management shall comply with the requirements of the NSW Roads & Maritime Services

(RMS) and Ballina Shire Council. The Contractor should be aware of the following minimum requirements:



the Contractor shall coordinate transport to ensure minimum damage to public and other access

roads; and,

the Contractor shall utilise materials sourced locally wherever possible to limit the use of public

roads for long distance hauling of bulk construction materials.

6.5.7 CEMP Element #7: Ecology

The Contractor shall ensure that construction activities are carried out in a manner that minimises the

impact on flora (especially areas of aquatic vegetation) and fauna.

The Contractor shall ensure that work practices prevent injury to, or death of, any native fauna on the Site.

Any native fauna injured by the Works shall be transported to an animal hospital or refuge without delay.

The Contractor should be aware of the presence of marine fauna, if any large mobile marine fauna are

present at or near to the site during demolition or construction, works should cease until they have left the

area.

The Contractor shall minimise the area disturbed by construction activities and use temporary fencing to

delineate construction areas from protected areas. The extent of disturbance will be the minimum required

for the construction activities, or that prescribed in any Development Consent and/or relevant permit(s),

whichever is the lesser. Any damaged areas shall be revegetated following construction to the satisfaction

of the Superintendent.

6.5.8 CEMP Element #8: Noise and Vibration

The Contractor shall ensure that noise and vibration on the Site are within acceptable limits as set out in

relevant NSW legislation and guidelines.

Working hours shall be subject to the conditions of the Development Consent (to be advised).

Construction working hours are likely to be restricted to those specified in the Interim Construction Noise

Guideline (DECC, 2009):

Monday – Friday, 7am – 6pm;

Saturday, 8am – 1pm (where works are audible at a residence); and,

Sundays and public holidays – no work.

The Contractor shall utilise best practices and policies to minimise noise from construction. These shall

include the following:

surrounding residences should be notified of the proposed works and hours of operation;

a Council contact should be provided for the Works in the event of any complaints;

soft start procedures should be employed for any piling activities to allow marine fauna a chance

to remove themselves from the area and reduce the risk of noise associated impacts;

if excessive vibration is occurring due to piling, the activity is to cease and further advice sought;

all construction plant to be fitted with current best practice noise control and attenuation devices

and maintained and operated to ensure that noise emissions are minimised; and,

ensure vehicles and construction equipment is maintained within service guidelines to minimise

noise emissions from malfunctioning equipment;

Provision of signage at the perimeter of the site including Council information/feedback contact

details for the works; and,



The Contractor would be required to meet all Occupational Health and Safety Regulations

associated with workplace noise. This may include but is not limited to monitoring and

appropriate control measures.

6.5.9 CEMP Element #9: Visual Impact

The structures should be manufactured from materials which are consistent with the locality and have

finishes which will assist in ‘blending’ with the background environment. This includes:

use of non-reflective materials in natural colours; and

Existing vegetation around the site should be maintained and protected to the maximum extent

possible;

6.5.10 CEMP Element #10: Navigational Management

The Contractor shall ensure navigation management complies with the requirements of NSW Roads &

Maritime Services (RMS). The master of a vessel shall report all boating accidents immediately to the

Superintendent, RMS and NSW Water Police.

All floating plant used by the Contractor shall display the correct navigation signals. Floating plant shall not

prevent or impede the passage of vessels along Richmond River. If any floating plant or material

belonging to the Contractor or its Subcontractors is placed in the water and sinks from any cause

whatsoever, it shall be immediately buoyed and lighted by the Contractor at the Contractor’s own

expense. The Superintendent shall be notified immediately of any such occurrence.



7 Fabrication, Installation and Construction

Refer any inconsistencies in the sub-clauses to the Superintendent for instructions.

7.1 General

The Contractor shall manufacture (or arrange manufacture by others) and install the items listed below in

accordance with this Technical Specification and relevant standards:

Floating pontoon components including all interconnections and fixtures;

Pile guides and pile restraints;

Piles;

Protective fendering for the pontoons; and,

Pontoon furniture including pile cages and mooring bollards/cleats.

The Contractor is also responsible for the onsite construction of the concrete access ramp.

7.2 Installation of Piles

7.2.1 General

Installation of piles shall be in accordance with the provisions of AS 2159.

Pontoon restraint piles are to be steel piles with a HDPE sleeve or 1000 microns of high-build epoxy

coating.

Unless otherwise specified herein, all construction materials, workmanship and testing shall comply with

all relevant Australian Standards.

7.2.2 Handling and Stacking of Piles

The Contractor shall take precautions when handling and storing piles to avoid damage to the piles.

Piles which suffer surface damage or other damage during handling and/or stacking will be rejected by the

Superintendent, and repair or replacement of the pile will be required at no cost to Council.

7.2.3 Piling Equipment

The Contractor shall make its own assessment of the appropriate floating piling plant required to install the

piles to the required levels, working loads, ultimate loads and bending moments.

If the piling hammer and equipment proposed by the Contractor proves to be inadequate for the proper

installation of the piles then such additional or alternative plant shall be procured by the Contractor, at no

extra cost to Council.

The pile driving plant and equipment shall be maintained in good condition to ensure safe operation and

effective performance.

7.2.4 Pile Installation

The Contractor shall make an allowance for the possibility of encountering hard layers and boulders. Hard

layers or boulders will not be grounds for a variation of additional fees.



The Contractor shall be responsible for obtaining detailed information regarding the possible presence of

objects on or below the surface, not necessarily detailed in this Technical Specification and Drawings.

The Contractor shall ensure that the construction method does not overstress any element of the Works,

and in determining the proposed construction method during the Tender period, shall have given due

consideration to the effects of noise and vibration on the surrounding environment.

The Contractor shall immediately notify the Superintendent if in the Contractor's opinion, ground

conditions vary from those indicated by the geotechnical reports.

The start and finish depths of the variable ground conditions shall be recorded by pile records.

Piles shall be driven into the bed such that the ultimate axial capacity and penetrations required are

achieved. If for any pile, the set has not been achieved after driving to the design toe level, then the

Contractor shall continue to drive the pile until the required set is achieved but shall not drive the top of the

pile beyond the cut-off level without the prior approval of the Superintendent.

Jetting of piles may, with the permission of the Superintendent, be undertaken. Any jetting of piles by

water shall be carried out in such a manner as not to impair any of the following:

The bearing capacity of piles already in place;

The stability of the soil; and,

The safety of adjoining structures.

7.2.5 Piling Records

The Contractor shall maintain records for all piles noting all information required under the provisions of

AS 2159. The Contractor shall provide these piling records to the Superintendent.

7.2.6 Levels and Sets

Piles shall be installed to the minimum embedment shown on the Contractor’s Drawings.

The final set shall be determined by the Contractor based on the Contractor's piling equipment using a

recognised dynamic piling formula. The Contractor shall submit calculations prepared and certified for the

final pile set to the Superintendent.

7.2.7 Tolerances

As part of the design the Contractor shall nominate pile installation tolerances in both the plan and vertical

planes.

The contractor is required to install all piles within the tolerances specified.

7.2.8 Non-conforming Piles

If the results of any pile testing carried out indicate that installed piles have not achieved the required

embedment, load capacity, or if any pile which is outside the specified tolerances, the Superintendent may

nominate one of the following courses of action:



1. extending and further driving of the pile;

2. the extraction and replacement of the pile; or

3. the adoption of any other appropriate action.

All costs associated with the above works to remediate non-conforming piles shall be borne by the

Contractor.

Piles which, in the opinion of the Superintendent, have been twisted, broken, bent or otherwise damaged,

or do not conform to the tolerances specified above, shall be withdrawn and re-driven or replaced with

another pile.

7.2.9 Risen Piles

If a pile has risen as a result of adjacent piles being driven, the Contractor shall submit to the

Superintendent its proposals for correcting the issue.

7.2.10 Lengthening of Steel Piles

If the required set and/or embedment of a steel pile cannot be achieved with the available length of pile,

then the pile shall be extended and re-driven.

7.2.11 Pile Caps

Steel piles shall be fitted with an approved conical fibreglass bird capping. The bird capping shall be

bonded to the steel pile with an approved glue or epoxy.

7.3 Construction of Concrete Access Ramp

The Contractor shall cast a reinforced concrete access ramp, to neatly join the articulating pontoon.

An aluminium cover plate shall be installed between the concrete ramp and the hinged pontoon. This

cover plate shall be designed so that it is not a trip or safety hazard. Serviceable HDPE or nylon rubbing

strips shall be installed to the underside of the cover plate to protect both the cover plate and the pontoon

surface.

The concrete access ramp shall be no steeper than 1V:14H. The minimum clear width shall be 1500 mm.

Unless otherwise specified herein, all construction materials, workmanship and testing shall comply with

relevant Australian Standards.

7.3.1 Mixing

Concrete mixing shall comply with AS 3600, Section 17.

The use of ready mixed concrete will be permitted from an approved plant only. All equipment used for

batching, mixing, agitating and transporting the concrete shall be in accordance with AS 1379.

7.3.2 Placing and Compaction

The Contractor shall adhere to the following items:

Concrete placing shall comply with AS 3600, Section 17.



No concrete shall be placed during periods of heavy rain or high winds.

Concrete shall not be placed on days where the ambient temperature is likely to be below 6oC or

exceed 34oC.

Concrete shall be thoroughly compacted during and immediately after placement. This shall be

achieved by mechanical immersion vibrators.

Over-vibration, causing segregation of the concrete, shall be avoided.

The finished concrete shall be a dense homogeneous mass, completely filling the formwork,

thoroughly embedding the reinforcement and free of bug holes, stone pockets and honeycombing.

7.3.3 Finishes

Finishes to the concrete surfaces shall comply with AS 3610.

Formed surfaces shall have a Class 2 finish.

All trafficable concrete surfaces should be broom finished non-slip to within 25 mm of the edges.

7.3.4 Curing

Concrete curing shall comply with AS 3600, Section 17.

7.3.5 Preservative Treatment

Following curing of new concrete, a preservative treatment shall be applied to all exposed concrete

surfaces (Aquron CPT-2000 or approved equivalent product). The preservative treatment shall be applied

by experienced applicators, in accordance with the manufacturer’s recommendations.

7.3.6 Reinforcement

Reinforcement shall be provided as specified on the Contractor’s Drawings and shall comply with

AS 3600, AS 4997 and this Technical Specification.

Unless otherwise specified on the Contractor’s Drawings, all steel reinforcement shall be hot-dip

galvanized in accordance with AS/NZS 4680. Hot-dip galvanised tie wires shall also be used. Contact

between hot-dip galvanized reinforcement and other reinforcement (i.e. carbon steel or stainless steel)

shall be avoided.

7.3.7 Formwork

Formwork shall comply with AS 3610 and AS 3600. The Contractor is responsible for the entire design

and construction of the formwork, including design certification, construction, inspection, safety and

performance.

All in situ and precast formwork shall be lined with a formwork liner. Unless otherwise approved, following

concrete placement, formwork shall not be stripped until the minimum curing times indicated in AS 3610

have elapsed.

Special care shall be taken to ensure that all salt contamination and debris (including broken tie-wire) is

completely removed from the formwork immediately before placing the concrete.

7.3.8 Chamfers

20 mm x 20 mm chamfers shall be provided on all exposed edges unless noted otherwise.



7.3.9 Cast-Ins

All cast in sockets, holding down bolts and anchor bolts, to be subsequently used to attach other items,

shall be Grade 316L or 2205 stainless steel, unless otherwise specified.

7.3.10 Inspections

The Contractor shall make a thorough inspection of completed formwork, reinforcement and cast-ins to

ensure that the Works comply with the details shown on the Contractor’s Drawings and this Technical

Specification. The Contractor shall make a detailed record of the inspections. The Superintendent may

make inspections at various stages of the Works.

No concrete shall be delivered until formwork, reinforcement, embedments and penetrations have been

fixed in place and the Superintendent has given approval to proceed.

7.3.11 Rejection

Concrete shall be liable to rejection if it fails to comply with the provisions of this Technical Specification

and in particular with the provisions of Section 17 of AS 3600. Rejected concrete shall be removed and

replaced with complying concrete at the Contractor’s expense.

7.4 Installation of Pontoon Components

All metalwork shall be fabricated and assembled in the workshop wherever practicable. Cut edges, drilled

holes, riveted joints and flat sheets shall be clean, neat, and free from burrs and indentations. Unless

specified otherwise, all sharp edges shall be removed without excessive rounding.

Items to be assembled onsite are to be pre-assembled in the workshop and match marked. During

assembly and erection, the Contractor is not to strain, twist or bend components when bringing them to

their true position.

The Contractor is responsible for the delivery and installation of all pontoon components. The Contractor

is responsible for ensuring transport is of a manner which does not overstress, deform or otherwise

damage the goods.

7.5 Traffic Bollard

The Contractor is responsible for the installation of a traffic bollard at the eastern corner of the entrance to

the concrete access ramp. The purpose of this bollard is to warn reversing drivers of the presence of the

access ramp and pontoon. The bollard is to be of steel construction, 1400 mm high, have a yellow powder

coated finish and have reflective stickers. The bollard is to be installed into the existing bitumen surface.

7.6 Installation of Navigational Light

The Contractor is responsible for the installation of a port fixed post navigational marker and light. The

marker and light are to be in accordance with the International Association of Marine Aids to Navigation

and Lighthouse Authorities (IALA) guidelines and recommendations. The marker and light is to be

installed to one of the outer facing pontoon restraint piles.



7.7 Signage

The Contractor shall erect a single sign at the entry to the pontoon advising users of mooring time limits

and the need for people fishing from the pontoon to give right of way to vessels using the facility. The

required size, wording of the signage and exact location for installation will be advised by Council.



8 Compliance Survey and Construction Tolerances

8.1 General

All survey work shall be carried out by, or under the supervision of, a Registered Surveyor for land

surveys. All surveyors shall be employed by the Contractor and approved by the Superintendent. The

surveyors shall be responsible in conjunction with the Contractor for the collection and processing of the

survey data and the provision of all survey equipment required to complete this activity to the satisfaction

of the Superintendent.

The Contractor shall provide all labour, materials and other assistance that Council may require at any

time to check the setting out of the work or to make progress measurements.

The method of survey shall be in accordance with this section of the Technical Specification.

8.2 Horizontal Positioning

The horizontal positioning of the construction works shall be related to the Map Grid of Australia (MGA)

Zone 56 coordinate system.

8.3 Vertical Datum

All soundings and level information for construction works shall be reduced to Australian Height Datum

(AHD).

8.4 Method of Survey

All survey work shall be carried out by a Registered Surveyor.

All survey equipment utilised on the Works shall be calibrated and maintained. As a minimum, calibration

and maintenance shall comply with the requirements of the instruments technical specification, survey

regulations and standard survey practices.

8.5 Compliance Survey

8.5.1 Scope of Work

The Contractor is required to submit to the Superintendent for approval a compliance survey showing the

location of the piles, cut off level of the piles, location and level of the concrete access ramp and outline of

the pontoon.

8.5.2 Approval and Rectification

In the event that the Superintendent determines that the surveyed work does not meet the requirements of

the Technical Specification, the Superintendent may instruct the Contractor to make good that component

of the Works and resubmit the survey for approval. The Time for Practical Completion shall not be affected

by such rectification activities, and the cost of all works associated with the rectification including re-survey

shall be borne by the Contractor.



8.6 Construction Tolerance

Construction tolerance shall comply with the relevant Australian Standards and shall be nominated as part

of the final design (in both the plan and vertical planes).

The Contractor is required to construct all aspects of the works within the tolerances specified.

8.7 Processing of Survey Data

Survey information shall be presented clearly and concisely at standard scales, ready for printing, on A3

sized paper. Information shall be provided to PDF format, and in digital form in DWG and DXF format on

USB storage media such that it can be utilised in AutoCAD.

Contours shall be shown at 0.5 m intervals reduced to Australian Height Datum (AHD) and positioned to

the MGA coordinate system. Spot levels shall also be provided in ASCII form.

The charts shall show details of the origin of coordinates and levels as well as a schedule of coordinates

and reduced levels for any survey marks established on the Site.

All charts, calibration records, daily activity sheets, drawings and estimates of quantities prepared from the

survey data shall be agreed and signed by the Superintendent and the Contractor. All raw survey data

shall be provided to the Superintendent upon request. The data shall be presented in a format approved

by the Superintendent.

8.7.1 Data Availability

At the request of the Superintendent, the Contractor shall supply, free of charge, any digital

depth/height/coordinate and other survey information and associated documentation held by the

Contractor for the purpose of verification, or computation by the Superintendent. Information shall be

supplied within five (5) working days of the request and shall be in a digital format, as requested by the

Superintendent.

8.8 Survey by Council

For purposes of verification, Council may from time to time undertake compliance check surveys at any

location or any cross-section. Any non-compliance detected by such surveys shall be remedied by the

Contractor at no cost to Council.



9 Project Completion

9.1 Reinstatement

Except to the extent that the Site has been upgraded in accordance with the Works, the Contractor shall

reinstate to its pre-construction condition all areas disturbed and any structures damaged during the

course of the Works.

The pre-construction site condition survey shall be used by the Superintendent in assessing the

acceptability of any reinstated areas.

9.2 Disestablishment

Upon completion of the Works, the Contractor shall clear the Site of all surplus materials, plant, fencing,

notice boards and the like, to the satisfaction of the Superintendent.

9.3 Clean-up

The Contractor shall be responsible for the removal and lawful disposal of all surplus spoil and rubbish,

and for the final cleaning up of all areas affected by the Works which shall be left clean and tidy upon

completion of the Contract.

10 Operational Maintenance

As part of the Tender submission the Contractor shall submit the details outlining recommended

maintenance requirements for the proposed pontoon system. This should include a Life Cycle Cost Plan

which identifies and describes all expected maintenance activities and the cost of these activities over the

design life of the facility.

On completion of the Works, the Contractor shall provide a comprehensive operation and maintenance

manual covering all aspects of the pontoon system. The manual shall include but not be limited to periodic

inspection schedules, details of routine repairs and maintenance, details and specifications for regular

replacement items.


03 March 2017 KEITH HALL PONTOON TECHNICAL SPECIFICATION M&APA1326R011D0.1

Appendix A: Drawings

PA1326-OP1&2-COVER

OPTION 2

TITLE SHEET,

LOCALITY PLAN AND

DRAWING LIST

BAM PA1326

AS SHOWN

PA1326/MA/6500

PA1326/MA/OP1/6500

DRAWING SCHEDULE

DRG No. TITLE

PA1326/MA/6500OPTION 2 - TITLE SHEET, LOCALITY PLAN AND DRAWING LIST

PA1326/MA/6601 OPTION 2 - GENERAL ARRANGEMENT PLAN

PA1326/MA/6701 OPTION 2 - TYPICAL SECTIONS

PA1326/MA/6801 OPTION 2 - TYPICAL DETAILS - SHEET 1 OF 2

PA1326/MA/6802 OPTION 2 - TYPICAL DETAILS - SHEET 2 OF 2

1:1000 (A1) 1:2000 (A3)

100m80604020020

NOT FOR CONSTRUCTION

BALLINA BOAT RAMP UPGRADE

KEITH HALL

OPTION 2

LOCALITY PLAN

1:2000 (A3)

REVISIONS

DATEREV BYAPPD

CHK

DESCRIPTION

PROJECT:

DRAWING TITLE:

JOB No.

DRAWING No.

SCALE AT A1

REVISION

CLIENT

DRAWING No.

DO NOT SCALE

DRAWN DATE

AUTOCAD REF.

Haskoning Australia Pty Ltd

c


KEITH HALL

\\HKA-SERVER\PUBLIC\CURRENT JOBS\~PA1326 - BALLINA BOAT RAMP\E02

WORKING DRAWINGS\DRAWING SET\SITE 6 - KEITH

HALL\PA1326-OP1&2-COVER.DWG 3/1/2017 12:50 PM

01/03/2017

SYDNEY

Level 14

56 Berry Street

North Sydney NSW 2060

+61 2 8854 5000

+61 2 99290960

Telephone

Fax

Internet

A COMPANY OF HASKONING AUSTRALIA PTY LTD

www.royalhaskoning.com

A 30.01.2017 ISSUED FOR REVIEW BAM HG GPB

B 01.03.2017 REISSUED WITH 2 OPTIONS BAM HG GPB

B

R

I

C

H

M

O

N

D

R

I

V

E

R

K

E

IT

H

H

A

L

L

L

A

N

E

R

IV

E

R

D

R

IV

E

SITE

-1.0

-0.5

0

.

0

0

.

5

1.0

-4

.0

-3

.5

-

3

.

0

-2.5

-

2

.

0

-

1

.

5

-2

3.0

-2

2.0

-2

0.0

-1

8.0

-1

6.0

-1

4.0

-1

2.0

-1

0.0

-8

.0

-6

.0

-4

.0

-2

.0

0.0

2.0

4.0

6.0

8.0

10

.0

12

.0

14

.0

16

.0

18

.0

20

.0

22

.0

24

.0

E 551659.543

N 6803541.677

E 551642.530

N 6803549.224

E 551680.567

N 6803532.350

E 551637.604

N 6803551.409

1.0

1.5

1

.

5

E 551660.455

N 6803543.733

E 551657.900

N 6803537.975

E 551656.433

N 6803534.692

E 551661.632

N 6803546.386

E 551632.388

N 6803549.293

DATUMS AND TIDAL DATA

Metres +1.8

+1.2

+1.0

+0.8

+0.6

+0.4

0.0

+0.2

-0.2

-0.4

-0.6

-0.8

ALL LEVELS AUSTRALIAN

HEIGHT DATUM (A.H.D)

+1.6

+1.4

0.925 m

-1.0

+0.93 HHWSS

+0.56 MHWS

+0.45 MHW

+0.33 MHWN

+0.02 MSL

-0.39 MLWN

-0.41 MLW

-0.52 MLWS

-0.79 ISLW

A.H.D

C.D

+1.8 50yr ARI

+1.5 20yr ARI

PA1326-OP2-SITE 6-MODEL

OPTION 2

GENERAL ARRANGEMENT PLAN

BOAT RAMP

BAM PA1326

AS SHOWN

PA1326/MA/6601

PA1326/MA/6601

AUSTRALIAN HEIGHT DATUM

1:75 (A1) 1:150 (A3)

7500mm600045003000150001500


REVISIONS

DATEREV BYAPPD

CHK

DESCRIPTION

PROJECT:

DRAWING TITLE:

JOB No.

DRAWING No.

SCALE AT A1

REVISION

CLIENT

DRAWING No.

DO NOT SCALE

DRAWN DATE

AUTOCAD REF.


c


KEITH HALL


WORKING DRAWINGS\DRAWING SET\SITE 6 - KEITH HALL\PA1326-OP2-SITE

6-MODEL.DWG 3/1/2017 7:28 PM

01/03/2017

SYDNEY

Level 14

56 Berry Street


+61 2 8854 5000

+61 2 99290960

Telephone

Fax

Internet





B

NOTES

1. ALL DIMENSIONS SHOWN IN

METRES. ALL LEVELS SHOWN IN

METRES TO AHD.

2. HORIZONTAL DATUM: MGA56.

3. TOPOGRAPHIC SURVEY

UNDERTAKEN BY BSC (2016).

4. BATHYMETRIC SURVEY

UNDERTAKEN BY RHDHV (2016).

RIC

HM

ON

D R

IV

ER

PLAN

1:150 (A3)

GROOVES AT 100mm CENTRES

AND 45° TO RAMP DIRECTION

MASS CONCRETE TOE

PROTECTION

RAMP CREST TO MATCH PROPOSED

CAR PARK SURFACE, REFER DETAIL

RAMP TOE,

REFER DETAIL

GROUT FILLED GAPS

BETWEEN PRECAST PLANKS

EXPANSION JOINT,

REFER DETAIL

Ø300 IGNEOUS ROCK

SCOUR PROTECTION

(MIN. 2 UNITS THICK)

GROOVES AT 100mm CENTRES AND 45°

TO RAMP DIRECTION, REFER

ALLOWABLE GROOVE SHAPES

3.9 3.99.8

6701

A

6701

A

EXISTING EDGE

OF ROAD

EXISTING RAMP

EXISTING

OVERHEAD

POWER

EXCAVATION

BATTER

CADASTRAL

BOUNDARY

4

6801

5

6801

1

6801

3.15

CONNECTION STRAP

LOCATION, REFER DETAIL

6

6802

ON-RAMP PONTOON

OUTLINE, REFER DRG 6602

3.15

PRECAST PLANKS

CAST INSITU

CONCRETE SLAB

KEY JOINT,

REFER DETAIL

9

6802

-1.0

-0.5

0

.

0

0

.

5

1.0

-4

.0

-3

.5

-

3

.

0

-2.5

-

2

.

0

-

1

.

5

-2

3.0

-2

2.0

-2

0.0

-1

8.0

-1

6.0

-1

4.0

-1

2.0

-1

0.0

-8

.0

-6

.0

-4

.0

-2

.0

0.0

2.0

4.0

6.0

8.0

10

.0

12

.0

14

.0

16

.0

18

.0

20

.0

22

.0

24

.0

E 551659.543

N 6803541.677

E 551642.530

N 6803549.224

E 551680.567

N 6803532.350

E 551637.604

N 6803551.409

1.0

1.5

1

.

5

E 551660.455

N 6803543.733

E 551657.900

N 6803537.975

E 551656.433

N 6803534.692

E 551661.632

N 6803546.386

E 551632.388

N 6803549.293

DATUMS AND TIDAL DATA

Metres +1.8

+1.2

+1.0

+0.8

+0.6

+0.4

0.0

+0.2

-0.2

-0.4

-0.6

-0.8

ALL LEVELS AUSTRALIAN

HEIGHT DATUM (A.H.D)

+1.6

+1.4

0.925 m

-1.0

+0.93 HHWSS

+0.56 MHWS

+0.45 MHW

+0.33 MHWN

+0.02 MSL

-0.39 MLWN

-0.41 MLW

-0.52 MLWS

-0.79 ISLW

A.H.D

C.D

+1.8 50yr ARI

+1.5 20yr ARI


OPTION 2

GENERAL ARRANGEMENT PLAN

ON-RAMP PONTOON

BAM PA1326

AS SHOWN

PA1326/MA/6602

PA1326/MA/6602


1:75 (A1) 1:150 (A3)

7500mm600045003000150001500


REVISIONS

DATEREV BYAPPD

CHK

DESCRIPTION

PROJECT:

DRAWING TITLE:

JOB No.

DRAWING No.

SCALE AT A1

REVISION

CLIENT

DRAWING No.

DO NOT SCALE

DRAWN DATE

AUTOCAD REF.


c


KEITH HALL



6-MODEL.DWG 3/2/2017 9:58 AM

01/03/2017

SYDNEY

Level 14

56 Berry Street


+61 2 8854 5000

+61 2 99290960

Telephone

Fax

Internet





B

NOTES

1. ALL DIMENSIONS SHOWN IN

METRES. ALL LEVELS SHOWN IN

METRES TO AHD.

2. HORIZONTAL DATUM: MGA56.

3. TOPOGRAPHIC SURVEY

UNDERTAKEN BY BSC (2016).

4. BATHYMETRIC SURVEY

UNDERTAKEN BY RHDHV (2016).

5. TO COMPLY WITH GUIDELINES.

BED LEVEL UNDER THE LAST 9m

PONTOON TO BE NO HIGHER THAN

RL -2.19.

RIC

HM

ON

D R

IV

ER

PLAN

1:150 (A3)

RAMP CREST TO MATCH PROPOSED

CAR PARK SURFACE, REFER DETAIL

PONTOON WIDTH

(1.5m MIN. WIDTH)

24.0 3.9

EXISTING EDGE

OF ROAD

EXISTING RAMP

EXISTING

OVERHEAD

POWER

CADASTRAL

BOUNDARY

1.8

ON-RAMP PONTOON,

REFER NOTE 5

CAST INSITU CONCRETE

ACCESS RAMP

9.0

BOAT RAMP,

REFER DRG 6601

CLEATS AT

3m CENTRES

EL

EV

AT

IO

N

TOPOGRAPHY

BATHYMETRY

CHAINAGE

1.70

1.58

1.37

1.21

1.19

1.19

1.22

1.25

1.27

1.28

1.27

1.27

1.26

1.25

1.25

1.25

1.24

1.24

1.24

1.22

1.23

1.23

1.24

1.24

1.24

1.24

1.25

1.25

1.25

1.25

1.24

1.25

0.99

0.49

0.06

-0.23

-0.52

-0.81

-1.10

-1.39

-2.18

-2.52

-2.78

-2.91

-3.06

-3.16

-3.24

-22.8

-22.0

-21.0

-20.0

-19.0

-18.0

-17.0

-16.0

-15.0

-14.0

-13.0

-12.0

-11.0

-10.0

-9.0

-8.0

-7.0

-6.0

-5.0

-4.0

-3.0

-2.0

-1.0

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

18.0

19.0

20.0

21.0

22.0

23.0

24.0

CH 0.00

RL 1.06

RAMP CREST

CH 17.64

RL -1.30

PLANK TOE

+0.56 MHWS

+0.02 MSL

+1.80 50yr ARI

-0.52 MLSW

-0.79 ISLW

CH

3.96

RL 0.53

CH

7.92

RL 0.00

CH -4.50

RL 1.21

CH

-21.51

RL 1.50

CH

-22

.8

EX

IS

TIN

G

ED

GE

O

F R

OA

D

P

R

E

C

A

S

T P

LA

N

K

S

BITUMEN PAVEMENT, REFER

DRAWINGS BY CHARLIE HEWITT

ENGINEERING DESIGN

ARMOUR

ROCK

EXISTING

SURFACE

SLAB EDGE

THICKENING

1.5

1

C

A

S

T IN

S

IT

U

C

O

N

C

R

E

TE

S

LA

B

R

A

M

P

S

LO

P

E

- 1V

:7.5H

(13.35%

)

VERTICAL CURVE

(6000 MIN.)

CH 18.55

RL -1.42

RAMP TOE

CH -3.09

RL 1.23

EXCAVATE

1

2

EXCAVATION BATTER,

1V:2H SLOPE

GEOGRID, TYP.

GEOTEXTILE, TYP.

6801

1

6801

2

6801

3

6801

4

6801

5

TYPICAL CROSS SECTION

PRECAST PLANKS

1:100 (A3)

ROCK SCOUR

PROTECTION,

TYP.

EXISTING

SURFACE

2

1

EXCAVATED FILL

TO BE PLACED

BACK, TYP.

EXISTING

SURFACE

2

1

TYPICAL CROSS SECTION

CAST IN SITU CONCRETE SLAB

1:100 (A3)

EXCAVATION BATTER,

1V:2H SLOPE, TYP.

30

0 C

OB

BL

E L

AY

ER

30

0 C

OB

BL

E L

AY

ER

25

0 B

AS

E C

OU

RS

E

GEOGRID, TYP.

GEOTEXTILE, TYP.

3150 MIN.

CAST IN SITU

CONCRETE SLAB

3150 MIN.

CAST IN SITU

CONCRETE SLAB

GROUT FILLED GAPS

BETWEEN PLANKS

LONGITUDINAL KEY

JOINT, REFER DETAIL

9

6802

3150 MIN.

PRECAST PLANKS

3150 MIN.

PRECAST PLANKS


OPTION 2

TYPICAL SECTIONS

BAM PA1326

AS SHOWN

PA1326/MA/6701

PA1326/MA/6701

REVISIONS

DATEREV BYAPPD

CHK

DESCRIPTION

PROJECT:

DRAWING TITLE:

JOB No.

DRAWING No.

SCALE AT A1

REVISION

CLIENT

DRAWING No.

DO NOT SCALE

DRAWN DATE

AUTOCAD REF.


c


KEITH HALL



6-MODEL.DWG 3/1/2017 7:29 PM

01/03/2017

SYDNEY

Level 14

56 Berry Street


+61 2 8854 5000

+61 2 99290960

Telephone

Fax

Internet





B


1:50 (A1) 1:100 (A3)

5000mm400030002000100001000


SECTIONA

6601

1:150 (A3)

1:75 (A1) 1:150 (A3)

7500mm600045003000150001500

NOTES

1. ALL DIMENSIONS SHOW IN

MILLIMETRES. ALL LEVELS SHOWN

IN METRES TO AHD.

2. PROOF ROLL EACH LAYER IN

PRESENCE OF SUITABLY QUALIFIED

GEOTECHNICAL ENGINEER. ANY

HEAVING OBSERVED,

OVER-EXCAVATE AND REPLACE

WITH GRANULAR MATERIAL.

3. GEOTEXTILE SHALL BE

GEOFABRICS ELCOMAX 900R OR

APPROVED EQUIVALENT.

4. GEOGRID SHALL BE TRIAX TX160

OR APPROVED EQUIVALENT.

5. WHERE GEOTEXTILE AND GEOGRID

ARE BOTH REQUIRED, GEOFABRICS

MIRAFI PEC OR APPROVED

EQUIVALENT MAY BE USED.

6. COBBLE LAYER SHALL BE 300mm

THICK OF Ø150 COBBLES AND

COMPACTED.

7. BASECOURSE LAYER SHALL BE

250mm THICK OF Ø20-40 DGS

IGNEOUS ROCK AND COMPACTED.



Appendix B: Review of Environmental Factors



Appendix C: Coffey Geotechnics Pty Ltd Geotechnical Report