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TRANSCRIPT
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
DOP-121797-1-1296-V1 Page 2/14
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
DOP-121797-1-1296-V1 Page 3/14
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.
DOP-121797-1-1296-V1 Page 6/14
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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Resumé GARY CHAPMAN
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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Resumé GARY CHAPMAN
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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Resumé GARY CHAPMAN
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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Resumé GARY CHAPMAN
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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Resumé GARY CHAPMAN
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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Resumé GARY CHAPMAN
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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Resumé GARY CHAPMAN
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.