DOP-121797-1-1296-V1

BEFORE THE CHRISTCHURCH CITY COUNCIL

IN THE MATTER of the Resource Management Act 1991 ('the Act')

AND

IN THE MATTER

of a private plan change request by Highfield Park Limited to

rezone approximately 260ha of land adjoining Redwood from

Rural 3 (Styx-Marshland) to Living G (Highfield)

BETWEEN HIGHFIELD PARK LIMITED

Requestor

A N D CHRISTCHURCH CITY COUNCIL

Local Authority

EVIDENCE OF GARY ALAN CHAPMAN ON BEHALF OF HIGHFIELD PARK LIMITED

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INTRODUCTION

1 My name is Gary Alan Chapman of 40 Weybridge Street, Surrey Hills, Melbourne,

VIC 3127. I am a Principal of Golder Associates Pty Ltd, based in the Melbourne

office in Hawthorn, Melbourne. Golder Associates is an international engineering

consulting company specialising in geotechnical and environmental engineering and

earth sciences.

2 I have an Honours Degree in Civil Engineering (1973), and a Ph.D. in Geotechnical

Engineering (1979), both obtained from Monash University, Melbourne. I also have

an MBA (1999) from Royal Melbourne Institute of Technology. I have more than 30

years of experience working as a consulting geotechnical engineer or as either state

manager, chief engineer and/or as director of two of Australia’s largest foundation

engineering contracting companies. I am currently a director of GANZL.

3 I am a Fellow of the Institution of Engineers Australia (F.I.E. Aust), a member of

the National Professional Engineers Register (NPER, Civil), a member of the College

of Civil Engineers and a Chartered Professional Engineer (CP Eng). I am a

Registered Building Practitioner (RBP) and I am a Registered Professional Engineer

of Queensland (RPEQ 10033) and I am in currently the process of obtaining

registration as a member of the Institute of Professional Engineers New Zealand via

the NZ Australian reciprocal agreement.

4 I am a member of the Australian Cement and Concrete Association and act as their

representative on Standards Australia Committee CE018, the technical committee

that has prepared the 2009 current version of the Australian Piling Code, AS 2159-

2009.

5 My area of expertise is geotechnical engineering with particular emphasis on the

design and analysis of deep foundations, basement supporting walls, pile

installation - design, analysis, static and dynamic load testing and pile construction,

and ground improvement techniques.

6 I have provided advice on design and construction aspects of foundations (including

working platforms) for residential, high rise, commercial, industrial, infrastructure

(road, rail and ports) projects and ground improvement. I have provided expert

advice on a number of geotechnical related projects both within Australia and

overseas. A copy of my résumé is presented in Appendix A which includes details

of ground improvement projects I have worked on, including those using deep

dynamic compaction.

7 I have read the New Zealand Environment Court's Practice Note 2011 Code of

Conduct and agree to comply with it. My qualifications as an expert are set out

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above. I confirm that the issues addressed in this statement of evidence are within

my area of expertise.

8 I am familiar with the duties of an expert witness as set out in the Practice Note

2011 and I understand that my primary and overriding duty is to assist the hearing

commissioners impartially on matters within my area of expertise.

BACKGROUND

9 I understand that a private plan change request has been lodged by Highfield Park

Limited to re-zone approximately 260 hectares of land adjoining Redwood from

Rural 3 to Living G.

10 Part of the development will involve some form of ground improvement to treat the

foundations of proposed houses to ensure Technical Category 2 foundation

conditions, in accordance with the Department of Building and Housing Guidelines1

are provided for the houses.

11 One of the likely options for ground improvement that may be considered for parts

of the Highfield site is Deep Dynamic compaction (DDC). I have been asked to

provide evidence on the design and use of DDC and how DDC methods would be

managed on the site.

12 I confirm that the design and use of DDC is within my area of expertise and I have

been retained by Highfield Park Limited to provide evidence on the potential use of

DDC as this technique is not in common in New Zealand and people are not familiar

with its use and effects.

INFORMATION PROVIDED

13 My evidence has relied upon the following documentation provided by Adderley

Head to assist me in forming my opinion.

• Submission for the hearing of proposed plan change 67 by Mr. Ross Ian

Major;

• Evidence of Karren Anne Hartel on behalf of Christchurch City Council in the

matter of the Resource Management Act 1991 and the matter of a private

plan change request by Highfield Park Limited to rezone approximately 260

ha of land adjoining Redwood;

• Evidence of Luke Pickering: Geology, Hydrology and Environmental Hazard in

the above matter;

DOP-121797-1-1296-V1 Page 4/14

• Attachments to the evidence of Ian Grant Craig on behalf of Highfield Park

Limited in the above matter;

• Evidence of Andrew Keith Brough on behalf of Highfield Park Limited in the

above matter; and

• Supplementary evidence of Graeme Roy Hamilton on behalf of Highfield Park

Limited including preliminary earthworks - cut and fill and - finished levels

plans.

• Evidence of Clive Anderson on behalf of Highfield Park Limited in the above

matter

• Interim guidance for repairing and rebuilding foundations in Technical

Catergory 3, Appendix C, 27 April 2012, Department of Building and Housing

• MBIE 2012 Subdivision of flat land

MATTERS UPON WHICH OPINION IS SOUGHT

Deep dynamic compaction

14 Deep dynamic compaction (DDC) is a method of ground improvement that involves

repeatedly dropping a heavy weight (tamper) onto the surface of the ground to

densify soils at depth. Tamper weights typically range between about 10 tonnes to

30 tonnes and drop heights vary between about 10 m and 30 m.

15 DDC is well suited to the treatment of loose permeable soils, collapsible soils,

landfills and mine waste dumps. The energy delivered to the ground surface

compresses and compacts the soil below the point of impact, increasing soil density

and reducing soil void ratio.2 In dry soils above the ground water table the soil is

immediately compressed by the repeated dropping of the tamping weight. In soils

below the water table, the impact of the weight causes an immediate increase in

the soil pore water pressure (the water filling the void space in the soil). This

excess pore water pressure then dissipates at a rate dependent upon the

permeability of the soil. As the excess pore water pressure dissipates the volume

of the soil decreases and the soil density increases. Gravels and sands of high

permeability react rapidly to DDC. As the fines content of the soil increases, the

soil permeability reduces and the time for pore pressures to dissipate increases.

For this reason DDC treatment of clay soils is impractical. DDC is typically limited

to soils with a silt content of not more than about 35% silt content.

1 Department of Building and Housing, 2011. Revised guidance on repairing and rebuilding houses affected by the Canterbury earthquake sequence. 2 Soil void ratio is defined as the ratio of the volume of voids to the volume of solid particles in a given volume of soil.

DOP-121797-1-1296-V1 Page 5/14

16 A typical DDC program involves carrying out a series of passes across an area. A

primary pass over a rectangular grid spacing is followed by a secondary pass at

intermediate grid points. Grid spacing can vary from about 2 m to 6 m. At each

grid point the tamping weight is lifted and dropped a number of times. Craters

created by the drop weight at each impact point are backfilled with suitable

compactable material. A final “ironing” pass is the carried out over the entire area,

sometimes using a different shaped drop weight to even out the ground surface if

required.

17 DDC has the ability to compact soils to an effective depth that is a function of the

mass of the falling weight and the drop height. Improvement can be achieved to

depths of up to about 12 m in permeable soils suitable for DDC.

18 Where soils are not suitable for treatment with DDC other methods of ground

improvement may be considered. These include the use of vibro-replacement (also

known as stone column construction), rammed aggregate piers (RAPs), excavate

and replace, rapid impact or high energy dynamic rolling surface compaction, or the

application of temporary surcharge (additional fill) to compress the ground by

adding weight to the ground surface.

19 Unless the liquefiable soils are relatively shallow (say in first 4m below working

platform level) then surface compaction methods are unlikely to be successful.

20 For the Highfield project, the aim of the proposed ground improvement is to

provide house foundations that will meet the technical category two foundation

performance criteria set out in the DBH guidelines. This will typically require

increasing the density of liquefaction prone soils within the upper 10 m of the soil

profile. DDC, stone columns or RAPs are considered to be potential treatments and

of these DDC is likely to be the most intrusive from a noise and vibration point of

view.

Effect of ground water level on DDC

21 I understand that ground water level at the site is controlled by Horners Drain. At

present, site ground water levels are understood to be about 1 m below ground

level. The proposed site works are understood to include a re-grading of Horners

drain which may lead to a lowering of the ground water table by around 1 m to 2 m

as the invert of the drain is lowered by up to 1.6 m to provide improved gravity

flow.

22 A lowering of the ground water table will have a potential beneficial effect on

potential liquefaction risk at the site. Soil above the standing ground water table

will not liquefy as the soil needs to be saturated for liquefaction to occur.

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23 An additional benefit is that DDC of unsaturated soil above the ground water level

is more effective than for saturated soil below the water table due to the dissipation

of pore water pressures in soils below the water table as outlined above.

24 I do not consider that carrying out ground improvement on the Highfield site would

have a deleterious effect on the liquefaction performance of adjacent properties

where ground improvement has not been undertaken.

25 It could be argued that the improvement of Highfield ground adjacent to existing

properties may be of benefit in reducing potential lateral spreading associated with

liquefaction for adjacent properties. Liquefaction adjacent to the free face of

Horners drain could be associated with the generation of lateral spreading and this

will be reduced by the proposed ground treatment.

26 I understand that opinion has been expressed by Luke Pickering that proposed

ground treatment that involves densification and liquefaction reduction to about 10

m depth may result in a negative impact on the adjacent unimproved ground of

adjoining properties. It is my opinion that this will be very dependent upon the

closest approach of improved ground to the adjoining properties. I consider it likely

that a non-improved buffer zone, equal in width to the depth of ground

improvement (10 m to 12 m) or more (subject to vibration measurements setting

a minimum practical approach distance), will need to be left between the DDC

works and the adjoining properties. Thus there will be a non-improved, liquefiable

zone distance over which any trapped excess pore water pressures generated from

deep liquefiable deposits below the DDC treated depth will be able to escape to the

surface. It is my view that any deep excess water pressures will escape upwards

into the untreated buffer zone rather than sideways into the adjoining properties

where pore water pressures are liable to be higher due to near surface liquefaction.

Managing a DDC contract

27 A DDC contract is generally managed using one of two contracting strategies.

These are either a method specification or a performance specification.

28 The choice of contracting strategy will depend amongst other things upon:

(a) The experience of the consultants engaged to provide advice on dynamic

compaction

(b) The complexity and extent of the project

(c) The availability of specialist and non-specialist DDC sub-contractors

(d) The time available to carry out DDC trials

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29 The differences between the two contracting strategies are summarised in Table

One.

Table 1: Differences in DDC contracting strategies

Method Specification Performance Specification

Specify tamper mass, drop height, grid spacing total applied energy/m2, number of passes, method of surface compaction

Specify the desired outcome after DDC including minimum soil test parameters to be achieved, maximum liquefaction induced settlement after treatment, other objectives of DDC treatment

Designer provides site investigation data, undertakes monitoring during construction and supervises trials including soil tests after treatment. Designer sets grid and energy/impact details after undertaking trials

Contractor is responsible for achieving specified performance and soil properties, designing DDC construction plan (grid, drop mass and height, energy,) including execution of trials and verification of soil properties post treatment

Contractor is responsible for providing suitable plant and equipment, site safety and designer sets method of executing the work

Only suitably experienced prequalified sub- contractors should be allowed to bid under this specification as contractor is responsible for achieving and confirming the designer’s specified end product.

30 Given the lack of experienced DDC contractors and equipment currently available in

New Zealand, I would expect that a method specification would likely be selected

for Highfield.

31 I would expect that the approach at Highfield would in general comprise the

following steps:

(a) Review currently available geotechnical information and consider if more

information is required prior to proceeding with a DDC trial. Assess likely

tamper mass, drop height, number of blows, grid spacing, energy /m2

required to improve ground to achieve TC 2 performance levels.

(b) Select an area with potentially the worst or most challenging soil profile

requiring improvement located say 200 m or more away from any adjoining

properties.

(c) Prepare a site of say 50 m x 50 m with a suitable working platform for DDC

equipment.

(d) Conduct additional before CPT tests in trial area.

(e) Source and mobilise suitable DDC equipment to site.

(f) Conduct “before” noise and vibration monitoring at site boundaries and

closest property boundaries.

DOP-121797-1-1296-V1 Page 8/14

(g) Execute DDC trials with full time noise and vibration monitoring under

engineering supervision.

(h) Conduct “after” improvement trial CPT tests (may require a pause to allow

excess pore water pressures to dissipate).

(i) If works are to continue, use best method developed from trial area in an

area remote from adjoining properties while trial results are assessed.

Maintain noise and vibration monitoring.

(j) Evaluate results of trial and develop a method specification to proceed.

This would include an assessment of the safest closest approach distance to

adjoining properties.

(k) Proceed with works with noise and vibration monitoring in place to protect

adjoining properties.

32 The trial area and the results it provides will allow a rational assessment of the

effects of DDC and the depth of ground improvement that can be achieved. It will

provide confidence that TC 2 conditions can be achieved.

33 More importantly, it will provide parameters and measurements of noise and

vibration that can be used to prepare a management plan for the execution of DDC

and how to manage the effective protection of adjoining properties.

34 The rate of production of ground improvement will be dependent upon many

factors including the grid pattern, the number of drops per impact point, the drop

height (lift and drop cycle time), the number of passes and the required energy

/m2. Typical production rates for a well-equipped contractor could be in the order of

400 m2/day to 500 m2/day or more, depending upon results of a trial and the

subsequent energy delivery requirements.

Estimates of ground vibration

35 When a heavy DDC tamper impacts the ground surface ground vibrations are

created. These radiate out from the point of impact along the ground surface and

down into the ground. Vibrations are a function of hammer mass and drop height

with larger values of both generating larger vibrations.

36 There are a number of published standards relating to ground vibrations and their

effect on building structures. Some are associated with vibrations generated by

blasting and others relative to road working machinery and machine vibrations.

There are also many articles in the technical literature and ground engineering text

books.

DOP-121797-1-1296-V1 Page 9/14

37 Figure 1 presents a plot of vibration frequency versus peak particle velocity

presented in British Standard BS 73853 with the threshold particle velocity versus

frequency limit shown in red. This limit is similar to that developed by the US

Bureau of Mines4 which sets out threshold particle velocities beyond which house

damage such as cracking in walls may occur. Other standards are frequency

independent and set limits of 5 mm/sec for sensitive structures (historic

monuments) up to 20 mm/sec for modern concrete structures. I am unaware of

any specific New Zealand Standard for ground vibration induced damage

assessment.

Figure 1: Extract from BS 7385 showing threshold limit for damage in red

38 Numerous measurements from DDC sites indicate ground vibrations are in the

predominant frequency range of 6 Hz to 10 Hz. Based on this frequency range

threshold limits for damage could be expected to be in the range of 10 mm/sec to

15 mm/sec. However it should be noted that the human body is a very sensitive

receptor to ground vibrations and can perceive ground vibrations and levels below

1 mm/sec.

39 The human ability to perceive vibrations makes the setting of a limit for repeated

vibrations during DDC site dependent, as shown by the human vibration perception

3 British Standard 7385-2. 1993. Evaluation and measurement for vibration in buildings- Part2. Guide to damage levels from ground bourn vibration. 4 Siskind D.E et. al. Structure Response and Damage produced by Ground Vibrations from Surface Mine Blasting. Bureau of Mines, Department of Investigation, RI 8507, 1980.

DOP-121797-1-1296-V1 Page 10/14

levels presented in Figure 2. If vibrations are limited to levels to prevent structural

damage then they may still be distinctly perceived by adjoining residents. It may

therefore be appropriate to limit vibrations to lower levels where they are only

slightly perceptible to humans if they are experienced for prolonged periods of

time. The setting of vibration levels is site dependent and is best managed by

conducting onsite trials to assess appropriate closest approach limits to adjoining

buildings to manage vibration levels to within acceptable limits. Preliminary

estimates of vibration can be made using the methodology known as scaled

distance factor which is described below.

40 DDC ground vibrations can be estimated in terms of peak particle velocity (PPV

expressed in mm/sec) using a scaled energy factor. A useful description of the

method of prediction and the effects of DDC induced ground vibrations can be

found in a US Department of Transportation publication, 19955.

41 Scaled energy is a function of the square root of applied energy per blow divided by

distance from the point of impact. Figure 2 presents such a graph developed by

the US Department of Transportation copied from the above reference which allows

the estimation of likely ground vibrations induced by DDC.

Figure 2: Scaled energy versus predicted particle velocity (from Reference 4)

42 Figure 2 also presents on the right hand side an indication of the human perception

of vibration levels. This shows that whilst a PPV of 15 mm/sec at say 5Hz is

unlikely to cause any damage to a house, it is likely to be perceived as disturbing to

a person.

43 As an example of vibration level calculations, consider a typical DDC job involving

say the dropping of a 10 tonne weight from a 10 m height. A scaled energy factor

5 Federal Highway Administration,1995. Dynamic compaction. Publication No. FHWA-SA-95-037, Geotechnical Engineering Circular No.1.

DOP-121797-1-1296-V1 Page 11/14

of 10/ (distance from source) may be calculated. This translates to the range of

peak particle velocities versus distance from source presented in Table 2.

Table 2: Estimated ground vibration versus distance from impact for DDC

Distance from source (m) Scaled Energy Factor

Estimated Upper limit PPV (mm/sec)1

Estimated lower limit PPV (mm/sec)2

10 1 80 10

20 .50 35 6

30 .33 20 4

40 .25 15 2.5

50 .20 10 2

1 Assuming very stiff clay 2 Assuming loose sand fill

44 Note that the above estimates of vibration are preliminary and are subject to site

confirmation, preferably by a DDC trial as mentioned above. Given the sandy/silty

nature of the site and the liquefaction potential of the site, it is expected that actual

vibration levels would be towards the lower rather than the higher estimated levels

presented in Table 2.

45 Should ground surface vibration levels on site be higher than acceptable or desired

values at a given distance, the surface propagated ground vibration or Rayleigh

waves can be reduced by excavating a trench up to 2 m or 3 m deep. This

intercepts the surface Rayleigh waves and prevents their transmission past the

trench and has proven successful in DDC works.

Management plans

46 I would expect that a project DDC management plan would address several issues

relating to the execution of DDC works.

47 These would include:

(a) Reducing the impact of dust (by specifying and controlling working platform

material and DDC crater backfill material) and dust suppression (use of

water trucks etc.)

(b) Noise measurements will allow the development of a noise reduction plan

that may include fine tuning of noise sources such as engine exhausts,

muffling of impact hammer suspension chains and slings (by enclosing in

rubber such as tyres to deaden impact noise).

(c) Similarly ongoing ground vibration measurements will allow management of

ground vibrations. Reduction measures such as excavating trenches to

reduce surface based vibrations could be considered and trialled prior to

approaching adjoining properties.

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48 I also understand that a preliminary site investigation has been undertaken and

that more work is required, as noted in the evidence of Karen Hartel and Clive

Anderson. Additional site investigation information will allow a more detailed

assessment of proposed ground improvement techniques and the areas of the site

which need to be improved.

49 It may also be possible to micro-zone the site and only deliver ground improvement

to proposed house footprints rather than apply a blanket treatment to the entire

site. This could significantly reduce the area of treatment and the construction

time involved in delivering ground improvement.

50 I understand that a pressurised sewer system is proposed so there may not be a

need to treat a service corridor for liquefaction protection to limit post earthquake

liquefaction settlement.

Effectiveness of management techniques

51 I am of the opinion that if the above management techniques were to be applied

then DDC could be undertaken on the Highfield site. There is a great deal of world

wide experience on the effectiveness of carrying out DDC on large projects. The

scale of works at Highfield is not, in my opinion unusual, and it does not present

any unusual or particular management issues or challenges for a DDC project.

52 The execution a DDC trial, well removed from adjoining residents boundaries, with

appropriate noise and vibration monitoring and engineering supervision will, in my

opinion, allow the development of an appropriate work method statement and

procedures for the execution of DDC works and the sizing of an appropriate buffer

zone. This will ensure the works will create little or no disturbance or annoyance to

neighbours and prevent damage to their properties.

CONCLUSIONS

53 I have presented a description of the ground improvement method known as Deep

Dynamic Compaction (DDC) and other potential ground improvement methods that

may be adopted for this site. It is my opinion that DDC is likely to have the

greatest impact on adjoining properties. Other ground improvement methods if

they be shown to be cost effective and can achieve the required amount of ground

improvement may be less intrusive.

54 I have provided comment on the potential impact of lowering the general site

ground water level. I consider this would be beneficial in reducing the potential for

liquefaction as this only applied to saturated soils below the ground water table.

55 I have also provided comment on the potential effect of improving the ground

adjacent to unimproved ground on neighbouring properties. Subject to

DOP-121797-1-1296-V1 Page 13/14

confirmation by further analysis and the provision of a suitable untreated buffer

zone, it is my opinion that the proposed ground improvement is unlikely to

adversely affect adjacent properties. It may actually provide some reduction in

lateral spread potential for adjoining properties.

56 I have discussed methods likely to be adopted in managing a DDC ground

improvement project including the conduct of a trial well away from sensitive

adjoining properties and using the results of this trail to set up an appropriate

method statement and work specification for the execution of the work. This would

include defining vibration and noise limits and setting a closest approach distance

to sensitive structures.

57 I have provided information on site ground vibration levels can be estimated,

relevant standards that are available to manage vibration levels and how humans

perceive vibration levels.

58 Finally I have discussed how management plans would address issues associated

with the use of DDC and how potential negative impacts could be addressed and

possibly reduced.

Dated this 13th day of December 2012

Dr Gary A. Chapman GOLDER ASSOCIATES PTY LTD

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APPENDIX A

Curriculum Vitae - Gary Chapman

1

Resumé GARY CHAPMAN

Education Master of Business Administration, RMIT University, 1999

Ph.D., Monash University, 1981

BE - Hons Civil, Monash University, 1973

Golder Associates Pty Ltd – Melbourne Employment History Golder Associates Pty. Ltd. – Melbourne, Australia Principal (2007 to Present) Provision of design advice for construction of deep basements using anchored pile walls and assessment of excavation induced movements in adjoining buildings. Design and analysis of foundations for high rise and ultra tall buildings founded on piled rafts in Queensland, Dubai, Bahrain and Qatar. Provision of expert advice on piling solutions to various piling contractors and developers. Expert report preparation dealing with a piled raft structure subject to excessive settlement in Melbourne and a failed basement retaining structure in Queensland. Finite element analysis and design of sheet pile walls, diaphragm walls and secant pile retaining structures in Bahrain and Australia. Assessment of results of dynamic low and high strain pile tests, cross hole sonic integrity tests and static pile load tests. Design of rectification works for a bridge pier constructed with faulty bored piles. Provision of internal expert advice on the design, analysis, construction and testing of pile foundations of all types.

Worley Parsons – Melbourne, Australia Senior Principal Geotechnical Engineer (2006 to 2007) Geotechnical support to Melbourne office including offshore piling works in China, Persian Gulf and Bass Strait, Melbourne East link bored piles, Pluto LNG plant WA, Plaxis FE analysis of large tanks and retaining structures in soft soils.

Frankipile Australia – Melbourne, Australia Chief Engineer, Director, Southern Division Manager (1998 to 2006) Responsible for design of piling and ground improvement projects in Australia. Introduced jet and compaction grouting with successful projects in Pt Kembla, Sydney, Bendigo, Mt Martha and the Gold Coast. Experience in USA, UK and Europe in vibro-compaction, stone columns, DSM, jet and compaction grouting.

G.A.Chapman & Associates Pty Ltd – Melbourne, Australia Director (1997 to 1997) Providing expert pile design and legal advice to a variety of clients.

Wagstaff Piling Pty Ltd – Melbourne, Australia Victorian Manager (1987 to 1997) Established Wagstaff in Victoria and installed pile foundations for many large piling projects including precast piles for HWT print plant, Telstra Dome, Western City Link, Shallow Yarra Crossing hard secant pile wall, diaphragm walls for North West truck sewer, Esso Headquarters, and several slurry cut off walls.

Maunsell & Partners – Melbourne, Australia Senior Geotechnical Engineer, Technical Manager Dynamic Pile Testing. (1985 to 1987) Set up dynamic pile testing service and tested piles in Australia, Hong Kong and Malaysia including Guntong B offshore gas platform.

Snowy Mountains Engineering Corporation – Cooma, Australia

2

Resumé GARY CHAPMAN

Senior Geotechnical Engineer (1981 to 1985) Geotechnical investigations for dams in Malaysia, Indonesia, Thailand and Burma. Saudi-Bahrain causeway expert advice, Rankin A offshore platform piling, and Thomson, Blue Rock, Harding and Hume dams in Australia.

Country Roads Board of Victoria – Melbourne, Australia Grade 1 and 2 Engineer (1977 to 1981) Site investigations, instrumentation, pile static load testing, field and laboratory testing.

3

Resumé GARY CHAPMAN

PROJECT EXPERIENCE – BRIDGE FOUNDATIONS Adelaide Superway

Adelaide South Australia, Australia

Geotechnical Team leader for the preparation of a $500 million design and construct tender for the design and construction of the Adelaide Superway. Project involved a 3 km long up to 6 lane viaduct to carry road traffic over south road in Adelaide. Foundation design involved bored and CFA piles, ground improvement for reinforced earth walls and embankments and the assessing of the results of dynamic and static pile load tests

Goulburn Bypass New South Wales,

Australia

Design, installation and dynamic testing of alternative segmental precast concrete piles for several bridges on the Hume Highway. Noise and vibration monitoring was also carried out.

Western Ring Road Bridge over Moreland

Tip Moreland Victoria,

Australia

Design installation and testing of close ended driven steel tube piles, later filled with reinforced concrete to support a piled roadway over a deep domestic refuse site. Problems with proving lateral and axial capacity of bent piles and placement of concrete via long flexible tremi pipe were resolved.

E. J. Witten Bridge over the Maribynong

River Victoria, Australia

Design, dynamic testing and installation of segmental precast concrete driven piles for the multi span segmentally launched bridge over the Maribynong River and design and installation of corrosion protected and rock shoe fitted precast piles driven though an industrial waste dump for the piled roadway southern approach to the bridge.

Charles Grimes Bridge over the Yarra River

South Melbourne Victoria, Australia

Preparation of the winning tender and detailed design and construction of oscillated, permanently cased, rock socketed bored piles for a multi-lane widening of the bridge over the Yarra River. Rock sockets were logged and adjusted for length as construction proceeded.

Hume Freeway Wangaratta By-Pass

Victoria, Australia

Design, dynamic testing and installation of segmental precast concrete driven piles for several bridges carrying the Hume Freeway over the Ovens River and sundry creeks along the bypass.

Monash Freeway Warrigal Road Bridge

Mulgrave Victoria, Australia

Design, installation and dynamic testing of precast segmental concrete pile foundations for long span twin bridge over Warrigal Road.

Latrobe River Bridge Geelong Victoria,

Australia

Design, installation and dynamic pile testing of precast segmental concrete pile foundations for a multi-span bridge over the Latrobe River and its floodplain.

Glenelg River Bridge Victoria, Australia

Preparation of winning foundation tender and the design, installation and testing of driven steel tube foundations installed from floating plant for a new road bridge over the Glenelg River.

Western City Link Elevated Freeway

North Melbourne Victoria, Australia

Preparation of a successful $15M+ foundation piling tender bid, followed by supervision of the detailed design installation and dynamic testing of driven precast pile foundations for the 4.5 km elevated road section of the Western City Link.

4

Resumé GARY CHAPMAN

Geelong Bypass - Stage 3

Geelong Victoria, Australia

Site investigation and pile design advice for twin multispan freeway road bridges over the Barwon River, Geelong

Westgate Freeway South Melbourne Victoria, Australia

Geotechnical investigation and design for large diameter bored piles socketed into variable mudstone. Pile loads up to 12 MN. Including in situ testing and monitoring of pressure beneath drilling buckets in bentonite supported pile sockets and slogging of rock sockets.

LaTrobe Terrace Bridge Geelong Geelong Victoria,

Australia

Site investigation, design and static load testing of an instrumented derived H pile. Design of H pile bridge foundations and reinforced earth approach fills.

PROJECT EXPERIENCE – DIAPHRAGM WALLS AND CEMENT BENTONITE SLURRY WALLS

449 Punt Road Richmond, Australia

Provision of design advice for the design of a three level tanked basement supported by diaphragm walls.

Nakeel Tall Tower Dubai, Middle East

Provision of construction advice for 80 plus m deep barrette foundations including assistance with instrumentation design for Osterberg cell load testing of a production barrette. Barrettes were constructed using a hydro mill cutter.

Hunter Valley Coal Mine

NSW, Australia

Design and construction assistance for a soil bentonite/bentonite cement cut off wall to prevent water ingress from the Hunter river into a nearby coal mine. Wall was constructed using a long reach excavator and in parts where ground conditions were too hard, by drilling rigs and a hydraulic diaphragm wall rig.

Confidential Confidential, Australia

Design and construction of a bentonite cement slurry trench wall dug by a long reach excavator to contain toxic leachate from an industrial refuse dump.

Stephenson's Road Landfill Remediation

Victoria, Australia

Design of cement bentonite slurry trench cut off wall varying from 10 to 25 m deep. Wall was designed to prevent flow of methane bearing groundwater from a domestic landfill. Lead geotechnical designer responsible for preparation of a technical specification for a cut off wall. Subsequently assisted the construction team (Golder Projects) with the design of a cement and bentonite mixing plant to supply up to 30 cu m/hr to excavation. Laboratory testing of slurry samples for compliance to specification.

Torrumbarry Weir Victoria, Australia

Construction of an 800 mm thick concrete diaphragm wall to support an existing weir lock. Design and construction of a bentonite cement cut off wall for a new weir foundation to be constructed over the Murray River.

NW Trunk Sewer TBM Rescue Shaft

Victoria, Australia

Design and construction supervision of a 25 m deep, octagonal diaphragm wall access shaft built in alluvial soils to allow the refurbishment of a damaged face bit on an earth pressure balance TBM constructing a large diameter trunk sewer. After construction, a lid over the shaft allowed the shaft to be pressurised for the TBM to drill through the shaft wall for drill bit repair. The shaft was then re-pressurised to allow the TBM to drill out and continue on with the sewer. Project was nominated for an IE Aust. Engineering Excellence Award.

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Esso Headquarters South Bank

Victoria, Australia

Design checking, construction design and installation of a 15 -20 m deep anchored perimeter diaphragm wall for a multi-level basement constructed in soft soils overlying clays adjacent to the Yarra River. Wall included specially designed water-stops between panel joints and double grouted temporary earth anchors.

PROJECT EXPERIENCE – GROUND IMPROVEMENT Gladstone LNG

Yorkton Queensland, Australia

Design and analysis, construction supervisor and QA/QC testing of cutter soil mixed ground improvement foundation for an 80 m dam x 40 m high XX genic LNG storage tank.

Manual Rail Link - State Highway 20

Manual , New Zealand

Design and construction supervision of a piled embankment constructed to carry a main railway line adjacent to State Highway 20. Timber piles and geogrid were designed to support up to 5 m high embankment over up to 6 m of soft soil.

Yelgin Chindera Pacific Highway Upgrade New South Wales,

Australia

Tender design for ground improvement works including stone columns, wick drains and timber piles for highway embankments from 2 m to 18 m high constructed over 3 m to 13 m thickness of soft to firm clay.

Hillsdale Shopping Centre

Sydney New South Wales, Australia

Design and construction supervision of jet grouted foundation to supplement existing pad foundations of a two level commercial development to allow construction of a 5 level residential development above whilst maintaining operations of the supermarket immediately above the basement.

Pt Warratah Coal Loader

Pt Kembla New South Wales, Australia

This project involved an innovative application of compaction grouting to re-level the landward running rail of a large coal loader that had settled due to consolidation of soft marine sediments. The rail and its concrete pad were lifted 20 mm to 50 mm back to design level. An associated 30 m tall conveyor transfer tower that had tilted 150 mm was also re-levelled whist still in operation (thus saving an expensive shut down) using compaction grouting.

Port River Expressway Adelaide, South

Australia, Australia

Design and construction supervision of stone columns to support the approach embankments of a large road bridge. The columns were designed to limit settlement and provide liquefaction resistance to loose alluvial sediments below the bridge embankments.

Manly Restaurant Redevelopment

Manly, New South Wales, Australia

This project involved the design and construction of a gravity retaining wall along 3 sides of the site, and internal jet grout columns to provide temporary support for the top down construction of a 3 level basement and an 8 storey restaurant and apartment development above.

Gold Coast Convention Centre

Gold Coast, Queensland, Australia

Australia’s first use of the Denver compaction grouting system to remediate the pile foundations of the partially completed convention centre. The work was carried out in limited headroom from the basement and involved the construction of additional compaction grout piles to each pile cap to provide additional load capacity after the initial piles were found to have less that the required design capacity over much of the site. Individual compaction grout columns were static load tested to in excess of 1000 kN at several locations during the works.

Saudi- Bahrain Causeway

Saudi Arabia

Preparation of a detailed report to the World Bank engineering panel dealing with concerns over vibro compaction, deep dynamic compaction and liquefaction of the customs post island in the middle of the causeway.

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Cockburn Sound Power Station

Perth, Western Australia, Australia

Assessment of vibro replacement and deep dynamic compaction (DDC) to provide suitable foundations for a proposed gas fired power station.

Hindmarsh Dam Adelaide, South

Australia, Australia

Design and installation of Frankipaction driven stone columns installed downstream of the main dam embankment to increase the liquefaction resistance of the dam foundation.

Yarrawonga Weir Yarrawonga Victoria,

Australia

Design and installation of Frankipaction driven stone columns installed downstream of the main weir embankment to increase liquefaction resistance of the foundation.

Bendigo Base Hospital Wall

Bendigo Victoria, Australia

Design and construction supervision of Australia’s first use of T system jet grouting to construct a gravity retaining wall underpinning a heritage listed brick wall to allow the construction of a basement for a new nuclear medicine facility up to the edge of the wall foundation.

Hume Dam Albury, New South

Wales, Australia

Design and construction compacted stone columns installed using segmental casing to reduce liquefaction potential of insitu alluvial soils below the left abutment earth fill of the dam.

Grand Prix Racetrack Melbourne, Victoria,

Australia

Design and execution of deep dynamic compaction (DDC) trials for compaction of pit lane and main straight. Project involved monitoring of noise and vibration and assessment of the effectiveness of DDC in compacting an old landfill.

Townsville Sugar Shed Queensland, Australia

Assessment of a proposed dynamic replacement (DDC) ground improvement design for the foundation support of a large bulk sugar storage shed to be constructed on soft ground.

PROJECT EXPERIENCE – DEEP EXCAVATIONS 280 Lonsdale Street Melbourne, Australia

Geotechnical site investigation and design of a five level basement for a high rise tower basement retention by XX based soldier piles. Design tunnel roof support for a tunnel linking two halves of the site to be constructed under and existing roading from level three basement.

Vision Development Brisbane, Queensland,

Australia

Proof engineering and checking of finite element analyses and constructability issues associated with a 25 m deep excavation comprising diaphragm and secant pile walling over nailed rock excavation with shotcrete. Issues addressed included movements of adjacent buildings and confirmation of bearing capacity of diaphragm wall panels excavated to grab refusal on rock.

280 Little Lonsdale Street

Melbourne Victoria, Australia

Geotechnical design and analysis for a 5 level basement including a tunnel under an adjacent roadway for a multi-storey apartment building. Analysis included high level finite element analysis of retention system (anchored soldier piles), ground water modelling, pressuremeter testing and estimation of movements adjacent to the excavation

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Resumé GARY CHAPMAN

City Link Shallow Yarra Crossing

Melbourne Victoria, Australia

Detailed design and construction problem solving for the construction of a 1.2m diameter hard-hard secant pile wall for the construction of a cut and cover shallow road tunnel under the Yarra River. Construction problems included design of reinforcement cages, checking of temporary sheet wall and bracing system, temporary grouting of the rock support platform with bentonite cement to improve drillability, and an examination of silt inclusions on hard-hard pile interfaces.

Martha Cove Underpass

Mt Martha, Melbourne, Victoria, Australia

Preparation of an alternative design for a 750 mm and 900 mm diameter 25 m deep contiguous CFA pile retailing wall with jet grout sealing between the piles and a braced excavation sequence to provide permanent support for a roadway under a channel allowing boat traffic access to a large marina and residential complex. The alternative design provided significant savings over the conforming cantilevered diaphragm wall design.

Circle on Cavil Goldcoast Queensland,

Australia

Design of an anchored CFA pile wall with jet grout seals to provide excavation support for a multilevel, top down basement constructed in sands below the water table. Use of jet grouted seals and CFA pile wall provided significant savings compared to a diaphragm wall.

Pelican Point Power Station

Adelaide, Australia

Design and construction supervision of a 15 m deep, 600 mm diameter hard/soft secant pile braced retaining wall for a large pump station. The project involved commissioning a CFA instrumentation package and detailed mix design of high strength grout for both hard and soft piles so that the piles could provide the permanent back structure to the pump station walls.

St Kilda Carpark Melbourne Victoria,

Australia

Design and construction of a hard soft secant pile wall for a two level basement carpark constructed close to the sea.

Villamar Project Financial Harbour,

Bahrain

Design of a sheet pile retaining wall for high rise building core excavations and bulk site excavation adjacent to an existing seawall

Exploration Lane Melbourne Victoria,

Australia

Geotechnical site investigation and design of a 5 level basement for a high rise tower. Basement retention system comprised a temporarily anchored diaphragm wall excavated to grab refusal on rock over 2 to 3 basement levels. Deeper excavation in rock was designed for support by passive rock dowels and shotcrete.

PROJECT EXPERIENCE – LEGAL AND EXPERT ADVICE Jells Park Primary

School - Work Cover Victoria, Australia

Preparation of an expert witness report for Work Cover presenting an analysis of bearing capacity of a working platform for an elevated work platform which overturned resulting in a fatality.

Horsham Town House Horsham Victoria,

Australia

Preparation of an expert witness report examining potential cause of damage to a screw pile supported slab on ground house foundation founded on expansive clays.

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Adelaide Desalination Plant

Adelaide South Australia, Australia

Preparation of an expert witness report assessing causes of damage to the toe of a large diameter steel casing driven offshore to provide one of the outlet tunnel riser pipes for the desalination plant.

Edgewater Development

Geelong Victoria, Australia

Legal expert witness advice concerning design and construction of a 3 level basement excavation supported by secant piles constructed using CFA techniques. Issues involved water tightness of wall and design of wall to prevent under-seepage into the excavation during basement construction.

Riva Development Queensland, Australia

Provision of expert advice concerning construction and subsequent water leakage of a secant hard/soft piled basement wall constructed using continuous flight auger.

Rifle Range Estate Victoria, Australia

Provision of expert opinion regarding settlement of a piled raft foundation.

Beaurepair Olympic Pool

Victoria, Australia

Preparation of a detailed expert witness report covering the design, installation and costing of remedial piling to rectify settlements caused by down drag of consolidating Coode Island Silt.

East Link Bored Piles Victoria, Australia

Provision of expert advice and opinion on the causes of defects observed in bored piles constructed in silty clays and clayey sands using polymer drilling slurry for borehole wall support.

Teluk Intan Hospital Ipoh, Malaysia

Project involved using a pile driving analyser to solve installation problems with segmental spun concrete piles driven through deep deposits of soft soil generating tension stresses during drive.

Rapid Transit Rail Project

Kuala Lumpur, Malaysia

Membership of an expert panel convened to resolve pile design and installation issues associated with the drilling of hard crystalline karstic, pinnacled limestone bedrock.

Melbourne City Link, St Kilda Rd Underpass

Victoria, Australia

Provision of expert testimony associated with the construction of bored piles following the accidental death of a construction worker who fell into an open bored pile excavation.

Pt Kembla Coal Loader New South Wales,

Australia

Preparation of an expert witness report dealing with integrity problems found after the construction of large diameter bored piles and barrettes using bentonite drilling fluid for shaft support.

Chancellor Court High Rise hotel

Saigon, Vietnam

Review of low strain integrity test results and resolution of piling problems associated with defects found near the top of bored piles cast under bentonite.

Sheraton Hotel Hanoi, Vietnam

Review of dynamic pile testing and supervision of additional high energy dynamic pile testing to confirm the design capacity of large diameter bored piles constructed under bentonite to support a multi storey hotel. Project involved the onsite design and fabrication of a 10 tonne drop hammer to provide sufficient energy for the dynamic testing.

Trilogy Development Queensland, Australia

Review of jacked in pile design for a multi-storey apartment building and provision of an expert witness report considering issues associated with latent conditions and the need to pre-bore pile to achieve sufficient penetration and thus design capacity.

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Resumé GARY CHAPMAN

Melbourne Arts Centre Victoria, Australia

Preparation of an expert witness report dealing with settlement of buildings located some distance from a large basement excavations. The settlements were caused by the partial dewatering of a confined aquifer running under the site which extended under the buildings that settled. The construction works caused a partial depressurisation of the aquifer.

PROJECT EXPERIENCE – RAIL Regional Rail Work

Package B Melbourne, Australia

Leed geotechnical engineer on main contractor tender design team providing design advice for bridges, new embankments and new back. Innovative design suing ground improvements for embankment support over soft ground.

Wodonga Rail Bypass Wodonga Victoria,

Australia

Provision of expert advice regarding integrity problems associated with the construction of large diameter CFA piles for a railway viaduct over the flood plain.

La Trobe St Extension over Rail Yards North Melbourne

Victoria, Australia

Design, installation and dynamic testing of precast piles and enlarged base Frankipiles for the foundations of the La Trobe St bridge extension over Spencer St Rail Yards

Western City Link Victoria, Australia

Design of precast concrete pile group foundations subject to train impact loading to support the elevated western link freeway through the Dynon Road rail yards and along railway corridors.

Stirling Railway Station Stirling West Australia,

Australia

Design and dynamic testing during installation of bitumen coated precast segmental concrete piles driven for the foundations of a new railway station and bridge structure.

Brisbane Airport Elevated Rail Link

Eagle Farm Queensland, Australia

Design, installation and dynamic pile testing of driven segmental precast concrete piles for the foundations of a 5 km long elevated railway linking Brisbane’s domestic and international airports to Brisbane’s local rail network.

Echuca Rail Bridge Echuca Victoria,

Australia

Dynamic pile testing of driven, cast in place concrete piles and steel tube piles for the foundations of a new railway bridge over the Murray River at Echuca.

Rapid Growth Projects Pilbara, WA, Australia

Design pile foundations for rail bridges on BHP Billiton Port Headland - Mt. Newman rail track duplication. Pile construction advice and design of temporary works including soil nails and shotcrete to support existing rail embankments.

Bourke St Pedestrian Bridge over Spencer St

Rail Yards Melbourne CBD

Victoria, Australia

Design, dynamic testing and installation of driven precast concrete piles and bottom driven steel tube piles for the pedestrian bridge from Spencer Street to Telstra Dome Stadium. The steel tube piles were installed through existing railway station platforms using a purpose built low headroom Frankipile rig and mast, mobilised to the platforms via a railway flatcar.

Flinders St Station Escalators

Victoria, Australia

Design and installation of driven steel tube micro pile foundations installed from the existing platforms using a purpose built low headroom piling rig to provide foundations for new escalators. Piling rig was mobilised to the platforms via a railway flat car.

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Craigieburn Rail Project

Craigieburn Victoria, Australia

Detailed design of bored piles in variably weathered basaltic and Silurian siltstone rock for overhead electrification gantry supports and large span signal gantries for the extension of the electrified rail line from Pascoe Vale to Craigieburn.

Federation Square Melbourne CBD Victoria,

Australia

Detailed design and construction supervision, including socket logging of bored piles to support the deck enclosing the Flinders Street Rail yards and providing the foundations for Federation Square. Piles were designed for axial loads and train impact.

Fremantle Rail Bridge Fremantle Western Australia, Australia

Detailed analysis of the effects of foundation scour on the driven pile foundations of an existing railway bridge. Analysis was carried out using Plaxis 2 and 3D to model scour and its effect on pile capacity.

PROJECT EXPERIENCE – DAMS & WATER RESOURCES Grampians Wimmera

Mallee Water Halls Gap Victoria,

Australia

The provision of expert geotechnical advice for the refurbishment of several earthen water storages and foundation design of pump stations and pipelines for a large rural irrigation scheme.

Coffs Harbour Dam Coffs Harbour New

South Wales, Australia

Restoration of main dam instruments and taking reading of embedded dam piezometers for the preparation of a dam safety surveillance report.

Harding Dam Pilbarra, Western

Australia, Australia

Geotechnical materials advice on sources of construction materials, in particular graded filter materials, for this large earth rock dam located in the Pilbarra region of north west Australia.

Hume Dam Liquefaction Investigation

Albury, New South Wales, Australia

Project Manager for a field investigation aimed at determining the liquefaction potential of alluvial foundations below the earth embankment of the dam. Project involved CPT testing and drilling for piston tube sampling of alluvium and frozen samples for cyclic triaxial testing.

Burma Tank Irrigation Scheme

Southern Burma/Thai border

Provision of expert geotechnical advice to an Australian Aid team examining the feasibility of small dam locations in southern Burma for a large agricultural irrigation scheme. Project included site reconnaissance and material source identification for a variety of dam sites.

Blue Rock Dam Latrobe Valley Victoria,

Australia

Design, installation and commissioning of dam instrumentation for this earth and rock fill dam. Instruments included hydraulic settlement cells, piezometers and earth pressure cells.

Kedung Ombo Dam Semarang Central Java,

Indonesia

Provision of geotechnical and construction materials advice for the detailed design phase of this 60 m high dam. The project included a detailed study of possible sources of river gravels for use as filter materials and laboratory testing for durability of soft rock fill.

Terengganu Dam Terengganu Province,

Malaysia

Interpretation of instrumentation readings from piezometers and earth pressure cells installed in the clay core of a large earth and rock fill dam during construction and first filling.

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Kenyir Dam Malaysia

Design of a remote radio operated vertical settlement instrument to allow the monitoring of vertical deflections in the clay core of an earth and rock fill dam during and after construction.

Thomson Dam Instrumentation

NE Victoria, Victoria, Australia

Design, installation supervision and interpretation of results for specialist instrumentation including extensometers, piezometers, and hydraulic settlement cells for a large earth rock fill dam monitoring the main dam and a potential slip on one abutment of the dam.

PROJECT EXPERIENCE – OIL & GAS Browse LNG Plant site

Broome Western Australia, Australia

Provision of expert advice regarding preliminary pile and foundation design for a proposed LNG plant at James Price Point north of Broome.

Fisherman's Landing LNG Plant

Gladstone, Queensland, Australia

Lead Geotechnical Engineer for detailed design of a cutter soil mixed ground improvement for a 200,000 cu.m LNG membrane storage tank foundation. Design of wick drains and surcharging of plant area. Design of geotechnical instrumentation including piezometers, settlement markers, vertical and horizontal inclinometers and monitoring of hydrotesting of LNG tank.

Marlin B Platform Bass Strait Victoria,

Australia

Preliminary drilled and grouted pile borehole wall stability assessment and scoping of a proposed offshore site investigation for a new platform adjacent to Marlin A to address large diameter drilled and grouted pile hole stability and spud can foundations for a large drill rig.

Caltex Tank Upgrade Gladstone, Queensland,

Australia

Control of the staged hydro-testing of a new large oil tank built on a soft clay foundation. The foundation required monitoring of induced pore water pressures during loading to avoid a tank foundation failure. Pore pressures were predicted using the Plaxis FE program to model the foundations and compare with insitu piezometer and measured settlement data.

Patricia Baleen Gas Plant

Victoria, Australia

Design and installation of vibrated concrete columns (VCC’s) to provide the foundations for an onshore gas plant facility in north east Victoria. Project used VCC’s for the first time in Victoria.

Barry’s Beach Drilling Rig Foundations

Sale Victoria, Australia

Site investigation and design of pad foundations for the trial erection of a large offshore drilling rig and skidding system prior to its deployment offshore in Bass Strait.

Platong Field Production and

Process Platforms Gulf of Thailand

Detailed FEED design of proposed driven open ended steel tube piles to support a number of fixed offshore platforms. The project involved a detailed pile driveability analysis of the proposed large diameter piles and recommendations on segment length, pile splice locations and required hammer sizes and API foundation calculations for platform structural analysis.

Umm Shaif Oilfield Arabian Gulf

Analysis of site investigation borehole data and associated laboratory testing and the preparation of a technical report dealing with stability of large diameter boreholes during proposed construction of drilled and grouted piles to support an offshore fixed platform.

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Resumé GARY CHAPMAN

Zhao Dong Platform Upgrade

China

Preparation of an analysis report addressing the founding of driven steel tube piles for a new shallow water production platform to be installed close to an existing platform. The report included an interpretation of previous piling records from the existing platform (which had pile installation issues) and an analysis of the interaction effects between the new platform piles which were to be driven close to the existing platform loaded piles.

Pluto LNG Plant, Burrup Peninsula

Pilbarra Western Australia, Australia

Project Manager for the on shore and near shore geotechnical investigations for a new multi in compressor train LNG facility including a seismic and drilling investigation for on shore LNG tanks and process plant, a jetty, approach channel dredging and a pipeline shore crossing.

North Rankin A Platform

Karratha Western Australia, Australia

Managing a series of high pressure triaxial tests on calcarenite rock core samples recovered from depths of up to 300 m. Supervision of offshore plate load tests carried out at the base of driven steel tube piles some 300m below the deck level of the platform.

PROJECT EXPERIENCE – MARINE Institute of Marine and

Antarctic Studies Hobart, Australia

Provision of geotechnical advice, piling design advice and contract supervision for a new building to be constructed over an old existing wharf structure.

Station Pier, Port Melbourne

Port Melbourne Victoria, Australia

Design, testing and installation of precast and steel tube piles installed form an existing wharf deck for a new ferry berthing dolphin and roro bridge.

Webb Dock East Port Melbourne Victoria,

Australia

Installation of 18m long heavy section sheet piles using a heavy vibrator for a new berth face, short sheet piles for dead man anchors and 30m precast piles for concrete deck support for the renovation of berths 1 and 2.

Swanson Dock West No 4 Berth

Victoria, Australia

Design installation and static and dynamic load testing of segmental precast concrete piles for the support of a new wharf platform for Melbourne’s largest container terminal.

Singapore Navy Patrol Boat Base Singapore

Provision of expert advice on the design and installation of spun concrete and steel tube piles for a series of jetties for patrol boats.

Yarra Turning Basin Melbourne CBD Victoria,

Australia

Design and installation supervision of an innovative quay wall for the restoration of an historic sailing ship turning basin on the north bank of the Yarra in Melbourne’s CBD. The design used precast interlocking sheet piles driven though a trench filled with bentonite cement to provide water proofing to the wall from existing ground level to below the proposed excavation level. The sheets provided ground support to the excavation and vertical support to pedestrian plaza constructed above.

Southbank Yarra’s Edge Quay Wall

Melbourne CBD Victoria, Australia

Design, installation and testing of a combination king pile and driven interlocking precast concrete sheet pile wall to form a new quay wall to the south bank of the Yarra River and pedestrian promenade above. Pile sand sheets were installed from the river’s edge and problems with sheets running out into the river were overcome during installation.

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Queenscliff Ferry Terminal

Queenscliff Victoria, Australia

Design, precasting and installation of a precast concrete sheet pile wall to form the quay wall of a new ferry terminal. Sheets were installed in medium dense sands using jetting.

Webb Dock West Vehicle Ship Terminal

Webb Dock Victoria, Australia

Project involved the innovative use of a floating roll on roll off (roro) platform to install ship mooring dolphins and berthing piles and mooring piles for the roro platform. Piles were 1.2m diameter x 36m long and were installed using a 6 tonne hydraulic hammer to pitch and drive the first pile sections and to hold subsequent sections for filed welding, then a 10 tonne hydraulic hammer mounted on flying leads to drive piles to final depth.

Bell Bay Oil Terminal Bell BayTasmania,

Australia

The design, construction planning and dynamic testing of driven steel tube piles for new berthing and mooring dolphins for the Bell Bay power station tanker unloading facility. Project involved using a hydraulic hammer piling rig mounted on a large construction barge.

PROJECT EXPERIENCE – INDUSTRIAL COMPLEXES ADI Ammunition

Facility Benalla Victoria,

Australia

Design and construction supervision including socket logging of bored piles for a large ammunition facility in north east Victoria.

Ikea Warehouse Adelaide Airport South

Australia, Australia

Design and testing of alternative Frankipiles for a large shop complex at Adelaide Airport.

APM Warehouse Hobart

Hobart Tasmania, Australia

Design, installation and testing of segmental precast piles for a heavily loaded paper reel warehouse. Segmental piles were shipped from Melbourne on pallets.

Petroleum Refiners Australia

Altona Victoria, Australia

Design and construction supervision of large diameter rock socketed bored piles to support a new 40 m tall production vessel and an innovative application of low headroom CFA piles all installed inside a working refinery.

Pelican Point Power Station

Pelican Point South Australia, Australia

The conforming design of this gas turbine power station was based on 24 m long driven precast piles. An alternative design using enlarged base Frankipiles provided significant savings in time and number of piles to the client and was adopted. Pile design was confirmed by both static and dynamic load testing.

Toll Distribution Port Melbourne

South Melbourne Victoria, Australia

By providing additional site investigation using a cone penetrometer, the foundations of this large distribution warehouse could be designed to found in an upper dense sand layer rather than penetrating to a deeper rock layer. The additional site investigation and a comprehensive dynamic pile testing program provided a value for money foundation.

P&O Cool store North Melbourne

Victoria, Australia

Design, installation and testing of 30 m long segmental precast concrete piles for a heavily loaded warehouse founded on deep deposits of soft soil.

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Melbourne Museum Melbourne CBD Victoria,

Australia

Tender preparation, final design and construction supervision of a $1M driven precast pile foundation for the proposed Melbourne Museum. The project involved the execution of 10 static load tests to 350 tonne and Class A dynamic pile test pile capacity predictions. The innovative use of an anchoring drill to drill and contour the thickness and level of a high level tongue of basalt which bisected the site provided substantial savings in foundation costs.

Melbourne Herald and Weekly Times Printing

Plant Pt Melbourne Victoria,

Australia

Tender preparation, design and construction supervision of a $1.5 million foundation for a large printing plant built on soft soils close to the mouth of the Yarra River. The project involved bitumen slip coating of piles to reduce down drag, and required a change in pile joint design to allow pile installation without damage due to tension stresses. A series of static load tests to 400 tonne were also carried out.

PROJECT EXPERIENCE – MAJOR BUILDING FOUNDATIONS State Coronial Service

Centre Melbourne, Australia

Finite element analysis to assess settlements and to reduce different settlements between a series of existing piled raft foundations and proposed new precast pile supported extensions.

Barwa Business Centre

Doha, QATAR

Geotechnical design for a cluster of 9 high-rise towers a hotel and a mosque. Design work included scoping of third phase geotechnical investigation and detailed design of fully piled or piled raft foundations for the 9 towers and piling works for the podium structure.

Telstra Dome Docklands Victoria,

Australia

Design, installation and testing of driven segmental precast piles for the foundations of Melbourne’s newest 50,000 seat sporting area with an opening roof.

Clarendon Towers South Melbourne Victoria, Australia

Design, installation and testing of segmental precast concrete piles and Melbourne's first use of vibro compaction to density a 6m deep, loose liquefiable surface sand layer which had a significant impact and cost reduction on the earthquake design of this 28 storey apartment complex.

Circle on Cavil Gold coast Queensland,

Australia

Design of large diameter rock socketed bored piles, incorporating heavy steel H pile plunge columns to facilitate top down construction on a multi-level basement and a high rise tower.

Esso Headquarters Building

Southbank Victoria, Australia

Design installation and dynamic testing of segmental precast concrete piles driven from base of a 5 level excavation to support a multilevel office building.

Melbourne and City Towers

South Melbourne Victoria, Australia

Design, testing and supervision of segmented precast concrete driven piles and large diameter rock socketed bored pile drilled under polymer to support twin 37 level apartment towers.

Aurora Apartments St Kilda Road Victoria,

Australia

Design and dynamic testing of cast in place enlarged base Frankipiles installed from the floor of a multi-level basement excavation of a 20 level apartment tower.

Beacon Cove South Melbourne Victoria, Australia

Design and testing of segmental precast concrete piles installed through upper sands overlying soft clays onto denser materials and dealing with high tension stresses experienced during pile installation.

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Resumé GARY CHAPMAN

Yarra's Edge 2 & 3 South Melbourne Victoria, Australia

Design of driven precast and steel H pile foundations to support a 21 and a 31 level apartment twin tower and retail complex.

Yarra's Edge One South Melbourne Victoria, Australia

Design and construction supervision of driven precast, high capacity CFA and pre-bored precast piles to support a 32 level residential apartment block.

Q1 Tower Gold coast Queensland,

Australia

Design and inspection of high capacity, large diameter bored piles drilled under polymer slurry into high strength rock to support Australia’s highest residential tower.

Eureka Tower Melbourne CBD Victoria,

Australia

Design of high capacity CFA, large diameter rock socketed bored piles and driven precast piles to support Melbourne’s highest building of 88 levels, on a geotechnically complex site.

PROFESSIONAL AFFILIATIONS Fellow, Chartered Professional Engineer, Institution of Engineers Australia (FIE Aust, CP Eng) Registered Professional Engineer of Queensland Registered Building Practitioner NPER. Member, Standards Australia Piling Code Committee. Member, International Society for Soil Mechanics and Geotechnical Engineering. Member, Australian Geomechanics Society

PUBLICATIONS Other "Cutter Soil Mixed Columns for an LNG Expert Tank Foundation", 2012 G.A.

Chapman and R.J. Denny, M. Knoules and J.G. Uren. DF1 4th International Conference on Grouting and Deep Mixing, Feb. 2012, New Orleans.

"The Reality of Axial Pile Design and Performance", 2009. G.A. Chapman and

C.M. Haberfield. 12PC Seminar Pining and Deep Foundations 2009, Brisbane.

"Case studies of Concrete Piles and what we can learn from these failures", 2009. G.A. Chapman. Piling-Design, Testing & Construction. Cement & Concrete Institute of Australia Technical Seminar.

“Innovative foundation technologies for earthworks and pavements” November,

2006. G.A. Chapman. Proceedings South Australian Geomechanics Society Seminar on Innovative technologies for pavements and earthworks.

“Deep Soil Mixing in Port Melbourne” 2004. Fletcher, P., Bouazza A., Chapman

G.A., 2004. Proc 9th ANZ Conference on Geomechanics, Auckland NZ. Vol 2, pp 520 -526.

“Strength properties of cement treated Coode Island silty clay by the soil mixing

method” 2004. Bouazza A., Kwan P.S., and Chapman G.A. Geotechnical Engineering for Transportation Projects, Geotechnical Special Publication No

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Resumé GARY CHAPMAN

126, ASCE, Vol 2 pp 1421-1428

“Innovative Solutions to Difficult Piling Problems” March 2003. ACI Piling Seminar, Melbourne.

“Traditional Product Range and New Techniques used by Frankipile Australia”

1999. Concrete Institute of Australia Seminar on Piling, Melbourne.

“”Pile Load Testing – Static Load Testing”. 1997. Piling Workshop Notes on Recent Developments in Design and Practice. University of Queensland.

“Pile construction: Performance Based Pile Design and Testing to AS 2159”.

1996. G.A. Chapman. Australian Geomechanics, Vol 30.

“Piling Techniques in Coode Island Silt”. 1996. G. A. Chapman. Lecture to the

combined Geomechanics and Structural Branch Symposium of I.E Aust.

“Specification of Static Pile Load Testing” 1993. G. A. Chapman. Australian Geomechanics Journal, Vol 24.

"The Effect of Bitumen Slip Coating on the Driveability of Precast Concrete

Piles". 1991 G.A. Chapman, J.P. Wagstaff and J.P. Seidel. Proceedings 4th International Conference on piling and Deep Foundations, Stressa, Italy, April. Vol. 1, pp 193 - 199.

"Triaxial Testing of North Rankin Calcarenite" March 1988. J.P. Carter, I.W.

Johnston, M. Fahey, G.A. Chapman, E.A. Novello, W.S. Kaggwa. International Conference on Calcareous Sediments, Perth W.A.

"Application of Dynamic Pile Testing Techniques to Teluk Intan". 1986. G.A.

Chapman. Paper was presented to a seminar on cost benefit techniques in respect of deep piling in marine substrata to the Malaysian Public Works Department, Kuala Lumpur.

“Recent Experience using a Pile Driving Analyser on Concrete Piles”. 1986. G .A.

Chapman. Proceeding Concrete Institute of Australia Seminar on Pipes, Poles and Piles.

"Dynamic Pile Analyser Theory and Techniques". 1986. G.A. Chapman. Paper

was presented to a seminar on cost benefit techniques in respect of deep piling in marine substrata to the Malaysian Public Works Department, Kuala Lumpur.

"Dynamic Pile Testing - a Consultant's View". 1985. G.A. Chapman. Paper

presented at Pile Dynamics Incorporated User's Day Conference, San Francisco, California.

"Interpretation of Static Penetration Tests in Sand".1981. G.A. Chapman and I.B.

Donald. Proceedings International Conference on Soil Mechanics and Foundation Engineering, Vol. 2.

"Instrumentation of Embankments on Soft Ground" 1980. G.A. Chapman.

Lecture delivered to Victorian Branch, Australia Geomechanics Society.

17

Resumé GARY CHAPMAN

"A Calibration Chamber for Field Test Equipment". 1974. G.A. Chapman, European Symposium on Penetration Testing, Stockholm.