Spring - Deep Foundations Institute

Transcription

DFI DEEP FOUNDATIONS
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Spring 2011
The Magazine of the Deep Foundations Institute
The American River Common Features Project:
An OPA Runner Up
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COVER STORY: 8
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DFI
Closing the Gaps at the American River Common
Features Project Up
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CONTENTS
Magnus Pacific upgraded levees along the Sacramento River
for a multi-stage flood management project in the Pacific
Northwest, completing slurry wall work begun in 2002.
DEEP FOUNDATIONS
The Magazine of the Deep
Foundations Institute (DFI) is
published four times a year: Winter,
Spring, Summer and Fall by DFI.
326 Lafayette Avenue,
Hawthorne, NJ, 07506, USA
T: 973.423.4030
F: 973.423.4031
Email: staff@dfi.org
TECHNICAL FEATURE: 51
Seepage Cut-off Walls for Levees and Dams:
In-situ Mixing Methods
An assessment of the pros and cons of newer
seepage cut-off methods, including best applications
and costs for each, as analyzed by Donald A. Bruce,
Geosystems, L.P.
Executive Director
Theresa Rappaport
trappaport@dfi.org
DFI ACTIVITIES: 15
Winter Planning Meeting, including the introduction
of OneMine, an information retrieval offering, DFI
Europe, plus member projects in London and Corsica,
the Educational Trust, and Boston Conference preview.
Executive Editor
Virginia Fairweather
vfairweather@dfi.org
Managing Editor Emeritus
Manuel A. Fine
mfine@dfi.org
DFI Executive Committee
President, James A. Morrison
Vice President, Patrick Bermingham
Secrteary, John R. Wolosick
Treasurer, Robert B. Bittner
Past President, Rudolph P. Frizzi
Other Trustees
David Borger
Maurice Bottiau
Dan Brown
Gianfranco Di Cicco
Bernard H. Hertlein
Matthew Janes
James Johnson
Douglas Keller
Samuel J. Kosa
Kirk A. McIntosh
Raymond J. Poletto
Arturo Ressi di Cervia
Michael Wysockey
PEOPLE, PROJECTS, EQUIPMENT: 33, CONTINUED: 69
Profile of Bernie J. Hertlein,
“Master of his Domain.”
Articles on admixtures for anchors, micropiles and more,
discussed by a HB engineer; calculating embodied energy
– an MRCE case history; and Liebherr projects in Europe.
Also energy piles in a London building described by a
Cementation Skanska engineer, and Modified Dry
Method Soil Mixing in Norway.
Editorial: “A Personal Journey Underground,” Arturo Ressi di Cervia: 89
Regular Features:
President’s Message . . . . . . . . . . . . . . . . 5
Executive Director Update . . . . . . . . . . 7
New Members. . . . . . . . . . . . . . . . . . . 21
European News. . . . . . . . . . . . . . . . . . 25
Technical Committee Reports . . . . . . . 59
Q&A. . . . . . . . . . . . . . . . . . . . . . . . . . 93
Calendar . . . . . . . . . . . . . . . . . . . . . . . 98
Advertisers’ Index . . . . . . . . . . . . . . . . 98
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PRESIDENT’S MESSAGE
Continuous Improvement
he discussion went something like this:
T maybe we should call ourselves the
International DFI, or DFI International, or
maybe DFI Global? The fact is, DFI IS an
international organization. At the Winter
Planning Meeting in Miami, the board
voiced a unanimous desire to continue
aligning the operations of the DFI toward a
truly global operation. As members, you
can look forward, over the next few years,
to a more seamless operation across the
globe, and better access to worldwide
information relating to the deep foundations industry. Five other key initiatives
received 4 hour workshops of intense
discussion, debate, and action planning at
our planning meeting; the details are
discussed by Theresa Rappaport in her
executive director’s summary. As members,
you can expect to see the results and
benefits of this planning over the next year.
One of the tools the board agreed to
adopt in this regard is the OneMine
technical information database. Over the
next year DFI will be adding all of our
publications into the OneMine database,
and as a member of DFI you will have free
download access to all DFI publications
PLUS free unlimited access to the entire
database. Non-members will be charged a
$25 download fee per document. To let
that sink in a moment, that database
includes — at this moment ― more than
64,000 documents from the mining
industry, tunneling industry and geologic
organizations from around the world. In
the coming years, with the addition of DFI,
and hopefully other foundation construction related groups, this will
be THE reference source for our
industry. Think of it as I-Tunes for
the foundation construction
industry. Log-in information will
be sent to you shortly, and I
encourage you to explore the
OneMine.org site to get a vision of
the future.
In this issue of Deep Foundations
magazine, you will read several technical
articles on creative and innovative solu-
transfer that is the heart and soul of DFI.
The headquarters staff is currently working
with members in the Middle East, India,
Mexico, Brazil, China, Australia and
Europe to conduct seminars to
share this type of information.
James A. Morrison, P.E.
President
jim.morrison@kiewit.com
The addition of the OneMine database (see
more on page 15) will make it much easier
for these members around the world to
benefit from their DFI membership.
As members, you can look forward, ... to a more seamless
operation across the globe, and better access to worldwide
information relating to the deep foundations industry.
tions to deep foundation challenges from
around the world such as concrete admixtures, energy piles, dry soil mixing, and
Liebherr secant pile methods. Our feature
stories on American River Common
Features Project and an article covering the
pros and cons of in-situ mixing methods
for cut-off walls present interesting
solutions to deep foundation challenges. It
is this broad-based technology information
Our goal is to continuously improve
service to our members around the world. I
hope you continue to benefit from this
service and enjoy the value received for
your membership in DFI.
2011 DFI Outstanding Project Award
If your company completed an Outstanding Deep Foundation Project, nominate it for the 2011 DFI Outstanding Project Award!
Eligibility:
Judgment Criteria:
Submission Requirements:
• Nominator must be a DFI member,
corporate or individual
• Size, scope and challenges of the project
• One page project summary
• Degree of innovation and ingenuity
exercised
• Up to 10 prints and electronic files of
project photos
• Uniqueness of the solution to the
difficulties of the job
• Completed application form
• Full project must have been
completed within the last 3 years
Nominations being accepted. Deadline: May 31, 2011
• $50 application fee
See www.dfi.org/opa.asp for further information andDEEP
nomination
form.
FOUNDATIONS • SPRING 2011 • 5
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EXECUTIVE DIRECTOR UPDATE
Toward a Better DFI
b. Seminars will be improved with agendas
that cover pertinent/provocative
industry issues with panel
discussions or broad topical
subjects. Sustainability will be
addressed at all seminars, and
current seminars will be
upgraded to address 2011
audiences. Young engineers
will be encouraged to attend
at discounted rates, and attendance
goals will be to attract 50% non-DFI
members from related industries such
as mining, tunneling, design/build,
offshore and utilities.
c. Magazine improvement will focus on
continuing the level of quality that
currently makes the magazine a tool
for reaching, communicating and
uniting the three industry sectors:
contractors, manufacturers and consultants. Finally, DFI will increase the
frequency to six issues and create an
online version that is easily accessible
to the industry at large.
d. A new award on innovation will be
introduced that recognizes smaller projects, practices, equipment/tools or
materials. These qualities may be overlooked in the larger competition for the
existing Outstanding Project Award.
The monetary award will be in honor of
Conference sessions will take place over
three days, in both plenary format and in
tracks. ICOG and a Technical Advisory
Committee consisting of representatives
from 20 countries chose 24 topics based
on the submission of over 250 abstracts
from over 30 countries.
Sponsorship and Exhibitor Opportunities
e. Increasing DFI’s younger membership
will be accomplished via a program
where young faculty members will be
invited to participate on a task force
workshop during the DFI Annual
Conference each year. Other programs
include developing a speaker bureau
for bringing presentations to university
engineering departments; free student
membership throughout university
enrollment and one year following
graduation; and involvement of young
members on DFI technical committees
with prizes awarded for participation in
DFI activities over several years or via a
technical paper challenge.
f. Globalizing DFI is indicated in Jim
Morrison’s President’s Message (page 5)
and in the Report on European
activities (page 25).
Brace yourselves…a new and improved
DFI is in the works!
Organized by:
International
Conference
Organization
for Grouting
Managed by: Deep
Foundations Institute
INTERNATIONAL CONFERENCE
ICOG
ORGANIZATION FOR GROUTING
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DFI
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Join ICOG and DFI for a comprehensive
update of grouting practices while
enjoying the merriment of the “Big
Easy.” Holding the conference just
before Mardi Gras on February 21
allows attendees to get a true taste of
the celebration ― the carnival parades,
krewes and exciting festivities, not to
mention the fabulous food.
February 15-18, 2012
Marriott New Orleans
New Orleans
Louisiana, USA
Theresa Rappaport
Executive Director
trappaport@dfi.org
N
4th International
Conference on
Grouting and
Deep Mixing
C. William Bermingham, past president
of DFI and father of DFI current vice
president, Patrick Bermingham
of Bermingham Foundation
Solutions.
EP FO
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At the Executive Committee meeting in
November, idea upon good idea for DFI’s
growth in 2011flew through the room; new
directions and new efforts in realizing our
vision. I was sure the “year” would need to
be at least 18 months... Then, at the winter
planning meeting in early February, the
trustees and committee chairs came
together in small groups and brain-stormed
for hours on end. There were PowerPoint
presentations, flow charts, short lunches
and long sessions; but in the end, clear
blueprints emerged.
I believe we can reach the milestones set
for each initiative in 12 months! In general,
DFI will focus on:
a. A new fund for providing financial
support of DFI’s technical committees
for projects that advance the state of
practice and understanding of deep
foundations and produce a usable
deliverable. Financial awards, up to
$30K per project, are aimed at
producing guidance documents,
inspection guides, white papers,
syntheses, workshops, etc. By May 1,
RFP requirements and criteria for
judging will be in place. Proposals can
be submitted by year’s end and
committees can hit the ground running
at the start of 2012.
ICOG consists of 15 members of the
Geo-Institute of ASCE’s grouting committee and participants in past conferences. ICOG’s sole purpose is planning
this once-a-decade conference, which
updates the state of practice and art in
grouting technology. Previous conference proceedings are staples of practitioners, designers and researchers.
For More Conference Information and to Register Online: www.grout2012.org
DEEP FOUNDATIONS • SPRING 2011 • 7
Overseeing slurry wall trenchwork
for the American River Common
Features Project
Closing the Gaps at the American River Common Features Project
After decades of failed measures to alleviate flooding in the
Sacramento Valley of California, the American River Common
Features Project began in 2009. The project, a runner-up for DFI’s
Outstanding Project Award, is part of the larger undertaking. The
entire project includes levee work on the Lower American River,
the east bank of the Sacramento River adjacent to downtown, and
in the Natomas Basin. Also within the project scope are installing
additional upstream flow gauges and improving the flood warning
system along the lower American River. Enhancement of the
Common Features is an interim measure. Future actions will
include modifying the outlet gates
at Folsom Dam and raising it to
hold back additional floodwater.
John Councilman
The Water Resources Development
Construction Manager
Act
(WRDA) addressed known
Magnus Pacific
levee deficiencies in 1996 and
AUTHOR:
8 • DEEP FOUNDATIONS • SPRING 2011
again in 1999. New deficiencies were identified in the Natomas
Basin after 1999 that affected the greater Sacramento area. Magnus
Pacific was awarded the contract for Site R1 in August of that year,
with a deadline for completion in late November.
Between 2000 and 2002, the U.S. Army Corps of Engineers
(USACE), along with other state and local flood control agencies,
began work to strengthen the levees along the lower American
River in Sacramento as previously authorized. The Corps
constructed slurry walls to prevent seepage through and beneath
the levees; however, utility and other infrastructure complications,
along with a lack of financing, made it necessary to leave gaps in the
slurry wall that had to be completed. The R1 Project represents part
of the work to fill those gaps. When all the work is completed, the
project will reduce projected flood risk in the Sacramento area to
one chance in 213 annually.
Slurry Walls
completed using a PC 1250LC excavator with a customized long
Slurry cutoff walls act as barriers to the lateral flow of groundwater
reach boom and stick. This SCB met a design permeability of 5x10-7
and water-borne pollutants, and their construction involves
cm/sec and an unconfined compressive strength of 30 -300 psi
pumping bentonite slurry into trenches and maintaining its level at
(2.1 to 31 kg/cm sq). The two previous slurry walls were installed in
or near the top of the trench during excavation. The bentonite
1998 and 2000. The wall constructed in 1998 was also a SCB wall
slurry stabilizes the trench walls as the trench is excavated to depths
and was installed to just upstream of a concrete conduit. The wall
of 100 ft (30.48 m) or more below ground surface. After excavation,
constructed in 2000 was a CB wall, completed to just downstream
the bentonite is pumped out and replaced with the appropriate
of a12KV overhead power line. The overall scope of work for this
backfill to provide the permeability and strength characteristics
project includes:
required for the permanent cutoff wall. The cutoff wall is keyed into
• Mobilization
underlying bedrock or an impervious aquiclude. The aquiclude
• Secondary containment and storm water pollution
serves as the bottom of the cutoff wall and the wall serves as the
prevention plan controls
lateral containment barrier. The Common Features Project
includes several types of slurry cutoff walls.
• Traffic control and temporary lane closure including
Soil-Bentonite (SB) cutoff walls can achieve permeability from
maintaining access to local businesses and residents
1x10-6 cm/sec to less than 1x10-7 cm/sec. Backfill slurry mixtures
• Utilities located, verified and protected
using other types of bentonite, such as attapulgite, can also be used
• Constructing a SCB cutoff wall
to enhance required characteristics such as increased chemical
resistance. Principal advantages of SB cutoff walls are low permea• Removing two 54 in (1.37 m) welded steel pipes
bility and general suitability for both civil and remedial applications.
• Constructing a permanent slurry wall cap
Soil-Cement-Bentonite (SCB) walls can achieve permeability
-6
-7
ranging from 1x10 cm/sec to 5x10 cm/sec. Backfill slurry
• Site restoration including replacement of aggregate base and
mixtures incorporating other types of cement, such as slag cement,
asphalt concrete
can enhance required characteristics such as decreased
• Demobilization
permeability. The principal advantages of SCB cutoff walls are their
low permeability and ability to meet
specifications for unconfined compressive
strengths of up to 300 psi (21 kg/cm sq).
Cement-Bentonite (CB) cutoff walls
are constructed like other cutoff walls by
excavating a narrow trench while pumping
a self-hardening CB slurry into the trench.
In this case, self-hardening slurry is not
pumped out of the trench and replaced
with backfill, but is left in place to harden.
This method eliminates a separate
backfilling operation and maximizes
stability, making this method ideal for work
in restricted spaces or around existing
structures. Materials such as fly ash,
retarders and slag cement can be added to
achieve required characteristics such as
increased strength or workability. The
Figure 1: Multiple utilities within the site complicated the work requiring extensive
coordination to prevent service interruptions to local residents and businesses
permeability of CB mixtures ranges from
-6
-7
1x10 cm/sec to less than 1x10 cm/sec.
The engineers located, verified and protected a series of utilities
The unconfined compressive strength of CB mixtures can range
prior to constructing the SCB wall. These utilities were throughout
from 20 psi (1.4 kg/cm sq) to over 500 psi (35 kg/cm sq).
the 275 ft (82 m) work area. Figure 1 is a drawing of the following
Closing the Gaps
utilities and the SCB alignment.
The Common Features R1 Project Site is just outside Sacramento in
The first utility bundle was a group consisting of a cable
the middle of the Garden Highway between the Sacramento River
television line, the City of Sacramento sewer, a fiber optic telephone
and the Natomas Main Drainage Canal. The USACE designed this
line, a Sacramento Municipal Utility District electrical line, and a
project to close a 275 ft (82 m) gap and connect the existing slurry
natural gas line. There was extensive coordination with each of the
walls with a 75 ft (22.86 m) deep SCB slurry wall. Excavation was
utility owners during construction operations in this area. These
utilities were protected in place to provide continuous service to
local businesses using a concrete encasement. The contractor
installed a wall by excavating beneath the utilities once protection
measures were in place.
The second utility, a concrete conduit, was located by developing an excavation support and entry plan. This conduit, constructed in 1914, had a width of 30 ft (9.14 m) and a height of 10 ft
(3.05 m) and was buried to a depth of 16 ft (4.87 m) below grade
within the Garden Highway. A slide rail shoring system exposed the
concrete conduit in one lane while maintaining one-way traffic in
the other to maintain access to local businesses and residences. As
the concrete conduit was exposed, engineers surveyed for as-built
records. The culvert was protected while excavating the SCB cutoff
wall trench by placing controlled low strength material around it to
act as a buffer, offering protection of the concrete conduit. When the
workers completed the SCB wall, they made exploratory borings
inside the concrete conduit directly under the Garden Highway and
along the centerline on the wall. Due to the limited space, they used
a portable CME 85 drill to bore through the 18 in (0.45m) sub-floor
and collect material samples to a depth of 35 ft (10.67 m). The
samples were collected for future study.
The third utility consisted of two abandoned 54 in (1.37 m)
welded steel pipes. Because time was of the essence, the workers
constructed the SCB wall with the two steel pipes left in place. Once
the wall was complete, they removed the pipes from the footprint of
the levee (requiring a full lane closure).
The fourth utility was a 12KV overhead electrical line. The
workers constructed the SCB wall up to the point where the
overhead line was de-energized and removed. Then they installed
temporary power to avoid service interruption to local businesses.
Once the SCB wall was constructed beyond the overhead utility
area, they re-installed the 12KV electric line and de-energized and
removed the temporary power.
A History of Flooding
A batch plant on site produced and tested backfill material,
which was then placed where needed using tremie pipe
Soil Cement Bentonite
Magnus Pacific mixed the SCB backfill in a 40 cu yd (30.24 cm)
steel mixing bin, using a hydraulic excavator. A known volume of
homogenized excavated soil from the soil containment area was
mixed with known volumes (and densities) of bentonite slurry and
slurried cement. A batch plant using a jet shear mixer produced
bentonite slurry with the capability to produce up to 500 gallons
The dam was not authorized, but construcSacramento, California has grown to the
tion of other features common to all plans
edges of the Sacramento and American
was approved. The Common Features
Rivers, and for decades, struggled to protect
Project was authorized by the Water
itself from flooding, employing a network of
Resources Development Act of 1996.
levees, flood control structures, and land
Congress also authorized Folsom Dam
management measures. The flood of 1986
improvements in lieu of the Auburn Dam
nearly inundated the city due to insufficient
idea. The 1997 flood suggested that it may
surface water storage capacity, levee stability
be necessary to re-compute flood-flowAerial view of the project
and seepage issues, erosion, and levee
frequency relationships for the American
height deficiencies. As a result, Congress
River at Sacramento. In February 1998, the
authorized the U.S. Army Corps of Engineers (USACE) to develop
USACE published a revised unregulated rain flood flow frequency
and implement flood control improvements for the city. Studies
analysis for the American River at Fair Oaks. The analysis indicated
completed in 1991 and 1996 recommended a flood control dam at
that large floods were likely. The American River Common Features
Auburn Canyon and levee improvements throughout the city.
Project is the result of years of cautionary planning.
(1892.7 liters) of hydrated bentonite slurry per minute. Workers
added bentonite powder from a 3,000 lb (1,360.77 kg) bag at a rate
of 5.4% by weight while continuously mixing with water delivered
through a high-pressure, low-volume nozzle. The final mixture
exhibited a viscosity of 40 seconds and a density of 64-85 lbs/cf
(1025.18-1361.57 kg/cm). The slurried cement was mixed at a
batch plant with a water to cement ratio of 0.7 (density =87 pcf),
then transferred from the mixer into an adjacent tank where it was
agitated prior to introduction into the mixing bin.
The contractor mixed the backfill materials thoroughly into a
relatively homogeneous mass. When mixing was complete, the
workers sampled it for unit weight, slump, hydraulic conductivity
and unconfined compressive strength. The mixed backfill material
was transported from the mixing bin using sealed dump trucks to
the open trench where it was placed. Backfill was placed using a
tremie pipe. The tremie pipe permitted the smooth easing of the
backfill into place without the risk of backfill segregation or the
accidental entrapment of slurry. Due to short excavation panels,
backfill in the trench formed a slope of 0.1% to 0.2%.
Quality Control
The project specifications required that the cutoff wall meet a maximum permeability of 5x10-7 cm/sec and a minimum unconfined
compressive strength of 50 psi (3.5 kg/cm sq) at 28 days. However,
due to tight schedule and traffic control permit requirements, the
soil-cement-bentonite backfill material was designed to meet the
specified 28 day requirements after only 7 days. Nineteen samples
were collected and tested for permeability (ASTM D 5084) and
unconfined compressive strength (ASTM C39) at an independent
laboratory. The permeability test results ranged from 3.0x10-7 cm/sec
to 4.6x10-8 cm/sec. The unconfined compressive strength test results
ranged from 66 psi (4.62 kg/cm sq) to 153 psi (10.71 kg/cm sq).
The contractor evaluated the cutoff wall with respect to continuity using the information collected including the exploratory drilling and sampling within the cutoff wall, cutoff wall profile data of
the trench and backfill, chronological construction sequence, and
conditions noted during construction.
Examination of the data consisted of the samples’ physical and
photographic representations, boring logs, and blowcount data.
The exploration used a hollow stem auger with an 8.5 in (0.22 m)
outside diameter (O.D.) and a 4.25 in (0.11 m) inside diameter
(I.D.) hollow stem auger. Sampling was performed with an 18 in
(45.7 cm) long split barrel sampler with a 3 in (0.07 m) O.D. and a
2.375 in (0.06 m) I.D. show. Blowcount data were obtained from an
automatic trip hammer dropping a 140 lb (63.5 kg) hammer 30 in
(0.76 m). During the drilling and sampling, process water was not
typically added inside the hollow stem auger to counteract
groundwater effects.
A boring drilled at Station 0+28 on April 22, 2010 encountered
SCB material with varying consistency and moisture content to a
depth of about 75 ft (22.86 m). There were zones of backfill material
that were consistently soft and saturated for about the upper 6 in
(0.15 m) of the sample from a depth of 49 to 65 ft (14.94 to 19.81 m).
The upper portion of the sample had evidence of cement detected
by odor. The lower SCB sample had a firm consistency and the
Trenchwork proceeded close to area homes
blowcount data collected suggests a competent material. The upper
6 in (0.15 m) of the sample material appeared to be associated with
the drilling process and groundwater conditions inside the hole.
Field blowcount data varied from 4 to 27 blows per 1 ft (0.3 m) of
advancement within the SCB material. The median field blowcount
resulted in a value of 10.5 and an average value of 11.4 within the
SCB material. The key-in material was sampled approximately 75 to
80 ft (22.86 to 24.38 m) depth and consisted of lean clay to fat clay.
The key-in material field blowcount data were 69 and 56 at depths
of 74.5 and 79 ft (22.7 and 24.1 m).
Lessons Learned
Some essential aspects of the project’s success were:
• Extensive coordination and interaction with the designer to
resolve subsurface changes quickly without impacting the
completion date.
• Providing record drawings of existing utilities prior to design
and construction phases helped avoid design changes and
schedule impacts.
• Coordination and public outreach were essential to provide safe
access without impacting the local businesses and residences.
• The cutoff wall material design met the 28 day specification
requirements after 7 days, allowing for project completion and
restoration of the Garden Highway ahead of schedule.
• Procuring traffic control and environmental permits before the
award of the project allowed for project completion in 2009,
without the risk of losing available federal funds.
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DFI ACTIVITIES
DFI Looks Ahead and Strategizes
Attendees at the annual Winter Planning
Meeting (WPM) stretched their minds to
imagine what DFI might do to improve its
already successful operation. Since 2007,
the meeting has included strategic sessions
in which invited attendees, trustees and
technical committee chairs think about
how DFI can serve its members better.
There were six workshops at the
meeting in Coconut Grove, Fla., this year
and the subjects scrutinized were varied:
the DFI awards program, younger
members programs, Deep Foundations
magazine, ways to improve seminars,
committee project fund planning, and a
dominant theme in DFI, “internationalizing” the Institute. Suggestions
covered a wide gamut of proposals and
workshop chairs devised summary
recommendations. In the final step of this
process, the DFI Executive Committee and
headquarters staff will distill the best ideas
from those summaries and fashion a
strategic plan with deadlines.
New Ideas, Suggestions
Among the host of “think-outside-the-box”
ideas thrown out for consideration were a
new award for innovation, free memberships for students, publishing the DFI magazine six times a year, creating electronic
versions of the magazine, a young member
prize, and improving seminars by encouraging interaction with non-DFI organizations in areas such as mining and tunneling.
Other workshop ideas related to DFI’s
international efforts, such as assessing and
learning from DFI liaisons upcoming
events in Mexico and Brazil, and changing
DFI’s website to make it more attractive to
international members. The workshop that
addressed DFI’s plan to award grants to
technical committees for projects that
“advance the state of practice and
understanding of deep foundations”
resulted in practical proposals for RFP
deadlines and grant criteria. (See Executive
Director Update, page 7)
The trustees also addressed practical
issues such as end-of-year financial reports
on all of DFI’s activities, from the annual
conference, exhibit income throughout the
year (including that from seminars and
short courses), publishing efforts by technical committees (where 11 have publications currently in the scoping or drafting
phase), the Journal, and the magazine.
Attendees at the WPM had an intense look
at income and expenses in 2010. The conclusion: DFI remains fiscally sound, and is even
flourishing. DFI Europe members Sikko
Doornbos and trustee Maurice Bottiau
attended the meeting, as did DFI Middle
East chair Mamdouh Nasr. All assisted in
advising the board on global industry
needs, such as financial support code activity in Europe and educational workshops
in the Middle East. Information exchange
and retrieval was another attention-getter at
the February meeting, where attendees saw
a demonstration of OneMine.org, an ambitious effort initiated by the Society for
Mining, Metallurgy & Exploration (SME).
See the box below for more information.
Mining for Information
DFI has a brand new goldmine of information for members. With our new
alliance with OneMine.org, a web-based document library, anyone can access
over 65,000 articles, technical papers and books from organizations all over the
world. DFI members will be able to do this within months when log-in
information will be sent out. Non-members will also have access, but will pay
$25 per download.
This global digital research center originated with the Society for Mining,
Metallurgy & Exploration (SME), and now includes documents from mining
and related industry organizations. With the addition of DFI’s deep foundations
articles, the offering is expanded. OneMine.org is an impressive research tool
that not only connects the members of these groups; the depository reduces the
cost of research for groups, large and small. Remote access to information
worldwide is not only possible, but it also costs nothing to find the appropriate
documents in minutes. The website is based on an open architecture system to
help leverage today’s programming standards.
Today’s sophisticated Internet user has come to expect two major search
features on all applications. The first option is a simple “Google-style” search
based on a simple phrase or key words. The second search option is an
advanced search that offers a breakdown of categories including topic, author,
subject, date range and geographic location. The result? The members of all
participating societies that make up the OneMine.org alliance have unlimited
access to the most recent research archived documents dating back to the
1800s. Non-members have access to the basic search function and can view a
brief description of the document. All searches are free, but the full digital
document library is restricted to active members in participating societies at no
charge, which now includes DFI’s members. Non-members who would like full
access to this wealth of knowledge are required to either purchase the papers or
join one of the societies. OneMine.org has an easy-to-use search tool that allows
access to a wealth of articles, technical papers and more.
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DFI Educational Trust Report
students so they may pursue
The arrival of 2011 brings
careers in engineering/
new leadership at the Insticonstruction involving deep
tute with the ritual passing
foundations; promote
of gavels: DFI’s past Presiawareness to students of the
dent Rudy Frizzi to Presicareer opportunities in the
dent Jim Morrison, and
deep foundations field and to
DFI’s Educational Trust
provide financial support for
Chair Dick Short to Vice
the support of a variety of
Chair David Coleman. Both
outreach programs involving
gentlemen, Frizzi and
student activities, field trips
Short, served the Institute
and grant requests.
well, accomplishing much David Coleman, Chair
The Educational Trust Board had our
by setting lofty goals and active agendas for
first meeting in 2011 in conjunction with
their respective boards.
the DFI Winter Planning Meeting. A new
As I take leadership of the Educational
slate of officers and trustees were elected,
Trust, I feel it important to acknowledge the
other business was conducted on behalf of
board’s achievements under Chair Dick
the Trust, and an agenda was formulated
Short’s tenure (2005 – 2010).
for 2011 projects, activities and programs.
1. In 2006 Short coalesced a group of
Congratulations to our new officers, as
DFI board members and past presidents to
confirmed at the February 11 board meetform the DFI Educational Trust. Many of
ing: Byrl Williams, vice chair; Robert Bittner,
these founding members continue to serve
treasurer; Larry Rayburn, secretary; and the
the Trust today.
following trustees: Bill Loftus, Dick Short
2. Scholarship funds were established
and Jim Morrison. Our gratitude is
following a generous $1 million donation by
extended to last year’s board members,
Berkel and Company Contractors at five
Rudy Frizzi and Patrick Bermingham, for
university affiliates (U.C. Berkeley, Unitheir advice and counsel as they leave the
versity of Illinois, Auburn University,
board to continue their duties as trustee and
Carnegie Mellon University and City
vice president of DFI.
College of New York). The Trust provides
In the months ahead, the Trust board
annual student scholarships at these schools
will continue to implement a variety of proto between 10 and 15 students majoring in
jects consistent with our strategic plan,
engineering or a construction-related field.
continuing to grow, and perhaps at times
3. DFI student chapters were created at
struggle. I am, however, confident that we
three of our university affiliate schools;
will meet the challenges ahead as our board
U.C. Berkeley, University of Illinois and
is comprised of business professionals and
City College of New York.
industry leaders who are well qualified for
4. The Trust supported and offered
the service. In addition we have a wonderfinancial assistance for a variety of outreach
ful mix of supporters who continue to give
programs, including field trips to constructheir time and financial support, which
tion sites, professional speaker engageallows all that we do to happen.
ments, student attendance to the DFI
Our members and supporters can be
Annual Conference and topical seminars,
excited as we look forward to the coming
and support of the ACE Mentor Program
year; with the addition of the University of
(supports high school students pursuing
Cincinnati to our list of DFI Scholarship
construction careers).
Affiliates (an official announcement will be
5. Developed a five year strategic plan
forthcoming) expansion of our student out(2010-2015), which has set goals and
reach programs, the addition of Trust board
objectives for the Trust to ensure continued
members (both honorary and active), and
growth and accomplish our mission. That
the formation of DFI student chapters at all
mission is for the Trust to provide financial
of our university affiliate schools.
assistance to high school and college
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DFI Firsts at Boston 36th Annual Conference
Boston Harbor
The 2011 Conference Organizing Committee, with the assistance
of headquarters staff, has been hard at work putting together the
36th Annual Conference on Deep Foundations. It will be held in
Boston at the Seaport Hotel and World Trade Center on
October 18-21, 2011. Make sure to save the dates.
There will be several firsts at the conference. DFI will feature an
internet café with eight computers available for public use, as well as
printers. This is a new sponsorship opportunity for our corporate
members whose logos will be featured on the computer screens.
Next to the internet café will be a booth dedicated to posters based
on published papers. A career fair is another first for DFI. This
innovation is in line with President Jim Morrison’s call to action to
increase younger member participation. Exhibitors and attending
companies will be able to post jobs in the career fair booth and meet
with local students and young professionals to network and discuss
future opportunities.
Another first for a DFI Conference is a guest speaker who will
close the conference and introduce a post conference private yacht
tour of Boston Harbor. A presentation on the geology and history of
the area will be provided as well as lunch while those on board view
the autumn foliage surrounding the harbor.
There should be a lot of students and young professionals at this
conference as the BSCES younger member group has agreed to host
its Annual Dinner on October 18 at the Seaport Hotel. Also on the
18th is a Pile Prediction Competition organized for DFI student members. Scholarship co-chairs Jim Wheeler and Jim Lambrechts have
organized this large competition involving neighborhood universities. Participants will be split into groups and given an assignment
to solve. Conference attendees will hear a short presentation from
the winning group at the Welcome Lunch the next day. Additionally,
student and young professor paper competition winners will
present their topics during the regular conference sessions.
Keep your eye out for DFI Conference emails where we disclose
more information about the new and exciting components of this
conference as well as the names of our guest speakers.
Since Winter 2011
CT = Contractor
ED = Educator
ME = Materials/Equpiment
S = Service
EA = Engineering
O = Owner
Ameir Altaee Ph.D., P.Eng...................EA
ameir@urkkada.com
Urkkada Technology Ltd.
Ottawa ON CANADA
Jean De Saint Julien ..........................ME
j.desaintjulien@ptc.fayat.com
PTC
Noisy-le-Sec FRANCE
Michael Handel....................................EA
mhandel@langan.com
Langan Engineering and Environmental
Services
Elmwood Park NJ USA
Jarominiak Andrzej, Sr. P.Eng............ED
ajarominiak@neostrada
Fundamenty-Mosty (Foundation-Bridges)
Warszawa Mazowsze POLAND
Arun Deore ..........................................CT
arundeore@afcons.com
AFCONS Infrastructure Limited
Mumbai INDIA
Ronald Bane .......................................CT
ronbane@jafecusa.com
JAFEC USA
San Jose CA USA
Scott Difiore P.E. .................................EA
sjdifiore@sgh.com
Simpson Gumpertz & Heger Inc.
Waltham MA USA
Prakash Bansod .................................CT
bansod@afcons.com
Afcons Infrastructure Limited
Mumbai INDIA
Peter Bowman ....................................CT
pbowman@agtgroup.com
Advanced Construction Techniques Inc.
Wilmington DE USA
Adele R. Brady ....................................CT
abrady@agtgroup.com
Wilmington DE USA
Ed Brodsky .........................................ME
ed.brodsky@triadmetals.com
Triad Metals International
Petersburg VA USA
Steve Bruer R.G., P.E..........................EA
sbruer@gec-kc.com
Consulting Geotechnical Engineer
Overland Park KS USA
Andrew Burns P.E...............................CT
aburns@intercoastalfoundations.com
Intercoastal Foundations and Shoring
Rockville Centre NY USA
Gary Chapman Ph.D. ..........................EA
gachapman@golder.com.au
Golder Associates Pty Ltd.
Hawthorn West VIC AUSTRALIA
James Cockburn.................................CT
jcockburn@agtgroup.com
Wilmington DE USA
Blaine Colbert .....................................CT
bcolbert@telus.net
Sharp’s Construction Services
Edmonton AB CANADA
Cara Cowan Watts ..............................ED
cara@caracowan.com
Claremore OK USA
Brian Cygnarowicz.............................ME
brian.cygnarowicz@triadmetals.com
Triad Metals International
Pittsburgh PA USA
Leszek Czajkowski .............................EA
Leszek2011@gmail.com
Mueser Rutledge Consulting Engineers
New York NY USA
NEW MEMBERS
Markku Koffert....................................ME
markku.koffert@junttan.com
Junttan Oy
Kuopio FINLAND
Jim Holtje P.E. .....................................CT
jholtje@pcl.com
PCL Civil Constructors, Inc.
Tampa FL USA
Beema Narayanasamy
Krishnaswami Ph.D...............................S
tmaterialstesting@yahoo.co.in
Time Institute for Materials Testing
Trichirappalli INDIA
Douglas P. Horvath .............................CT
dhorvath@agtgroup.com
Wilmington DE USA
Vikas Kulkarni ....................................CT
vskulkarni@afcons.com
Mumbai INDIA
Roberto Dolabella
de Abreu Duarte, Sr. P.Eng.................EA
roberto@vercon.com.br
Vértice Engineering
Belo Horizonte Minas Gerais BRAZIL
Adam Hurley P.E. ................................CT
ahurley@berkelapg.com
Berkel & Company Contractors Inc.
Austell GA USA
Tommi Lahteinen M.Sc.(Mech.Eng)...ME
tommi.lahteinen@junttan.com
Junttan Oy
Kuopio FINLAND
Enrique Farfan Ph.D., P.E. ..................EA
enrique.farfan@arup.com
Arup
Los Angeles CA USA
Olli Inkinen..........................................ME
olli.inkinen@junttan.com
Junttan Oy
Kuopio FINLAND
Eric Le Ber M.Sc., E.S.T.P. ..................EA
eric.le.ber@inclusol.com
Inclusol
Machecoul FRANCE
Grant Finn CEng..................................EA
finn@jacobssf.com
Jacobs Associates
Seattle WA USA
Gokul Jawalikar ..................................CT
gokul@afcons.com
Mumbai INDIA
Samuel Leifer P.E. .............................OW
sleifer@panynj.gov
Port Authority of NY & NJ
Newark NJ USA
Andrew Folkins CET...........................CT
folkins.andrew@irvingequipment.com
Irving Equipment
Saint John NB CANADA
M Jayaram ...........................................CT
mjayaram@afcons.com
Mumbai INDIA
John Lekse P.E....................................CT
lekse5@hotmail.com
AMEC
Pittsburgh PA USA
Francisco Javier Franco Casas, Jr. ..EA
francotj@yahoo.com
Soil-Mex Inc.
San Ysidro CA USA
P Jayaram............................................CT
jayaram@afcons.com
Mumbai INDIA
Kuo-Chiang Frank Lin .......................EA
flin@geotesteng.com
Geotest Engineering, Inc.
Houston TX USA
Nicholas Gebien....................................S
nicholas.gebien@cetco.com
CETCO
Hoffman Estates IL USA
H Jayaram............................................CT
hjayaram@afcons.com
Mumbai INDIA
Srinivas Mantrala................................CT
srinivas.mantrala@afcons.com
Mumbai INDIA
John Gibbs E.I.T..................................EA
dgibbs@fandr.com
Froehling & Robertson Inc.
Fredericksburg VA USA
Mathieu Jehanno................................ME
j.desaintjulien@ptc.fayat.com
PTC
Noisy-le-Sec FRANCE
Reza Mohammad Aziz Bayat.............ME
info@glosysco.com
GLOSYS Electronics LLC
Dubai UNITED ARAB EMIRATES
R Giridhar ............................................CT
giridharr@afcons.com
Mumbai INDIA
Mohammad Joolazadeh P.E., G.E......EA
info@geospectrainc.com
GeoSpectra Inc.
Santa Ana CA USA
Reda Moulai-Khatir P.E.......................EA
rmoulai@yahoo.com
Bechtel Corporation
Houston TX USA
George G. Goble P.E. .........................ME
goble@goblepiletest.com
Goble Piletest Inc.
Longmont CO USA
M.D. Karnik..........................................CT
karnik@afcons.com
Mumbai INDIA
Victor Murty CET.................................CT
murty.victor@irvingequipment.com
Irving Equipment
St. John NB CANADA
Winslow E. Goins................................CT
wgoins@ecslimited.com
ECS, Ltd
Wilmington NC USA
Shreyas Khachane Ph.D.....................CT
shreyas.chandrakant@lancogroup.com
Lanco Infratech Limited
Haryana INDIA
Thai Nguyen P.E..................................EA
tnguyen@gfnet.com
Gannett Fleming Inc.
Largo FL USA
Craig Gripp ........................................ME
craig.gripp@cetco.com
CETCO
Hoffman Estates IL USA
Wessley Kim .......................................ME
wessley@swanchor.com
Samwoo Geotech Co. Ltd
Seoul KOREA
Tom Nichols .......................................CT
tnichols@intercoastalfoundations.com
Intercoastal Foundations and Shoring
Rockville Centre NY USA
Frank Ong P.E. ....................................EA
fong@paradigmconsultants.com
Paradigm Consultants, Inc.
Houston TX USA
VVS Rao Ph.D......................................EA
drvvsr@gmail.com
Nagadi Consultants Pvt.Ltd.
Chennai INDIA
Robert F. Stevens P.E., Ph.D. .............EA
bstevens@fugro.com
Fugro-McClelland Marine Geosciences
Houston TX USA
Tim Van Erkel......................................ME
t.vanerkel@ihcmerwede.com
IHC Hydrohammer B.V
Kinderdijk THE NETHERLANDS
Gonzalo Ortiz, Sr. Eng. .......................CT
geovoladuras@hotmail.com
Geovoladuras SA de CV
Atizapan MEXICO
Matthew Redfern P.E. .........................CT
mattredfern@gmail.com
Walsh Construction
Chicago IL USA
Ben Stroyer.........................................ME
bgstroyer@idealfoundationsystems.com
Ideal Foundation Systems
Webster NY USA
Osvaldo Vargas P.E. ...........................EA
ovargas@gfnet.com
Gannett Fleming Inc.
Orlando FL USA
Herman Peiffer Ph.D...........................ED
herman.peiffer@skynet.be
Alpha-Studieburo/Ghent University
Schoten Antwerpen BELGIUM
Carlos E. Rodriguez Perez Ph.D........EA
mail@geo-engineering.com
Geo Engineering Inc.
San Juan PR USA
Jay Stroyer .........................................ME
jstroyer@idealfoundationsystems.com
Ideal Foundation Systems
Webster NY USA
Suresh Kumar Velugu M.Eng.............CT
velugu.suresh@lancogroup.com
Lanco Infratech Limited
Gurgaon INDIA
Richard Porter.....................................CT
rporter@engineeredfoundationtech.com
Engineered Foundation Technologies
Nashua NH USA
Ranjith Samuel Rosenberk................ME
srosenberk@ramjack.com
Ram Jack Systems
Irving TX USA
Nobutaka Tanaka ................................CT
nobutaka_tanaka@jafecusa.com
JAFEC USA
San Jose CA USA
Robert Vrabel......................................ME
nyvesco@optonline.net
Derrick Equipment Company
New Hyde Park NY USA
K Radesh .............................................CT
radesh@afcons.com
Mumbai INDIA
John Sanclaria....................................ME
johns@goblepiletest.com
Goble Piletest Inc.
Longmont CO USA
Curtis J. Tanner P.E. ...........................EA
curtis_tanner@urscorp.com
URS Corporation
Salt Lake City UT USA
Thomas G. Walsh M.A.Sc., P.Eng.......EA
thomas@urkkada.com
Urkkada Technology Ltd.
Ottawa ON CANADA
Deepak Raj M.Tech..............................EA
deepak@kellerindia.com
Keller Ground EngineeringINDIA Private
Limited
Chennai INDIA
N Selvaraj ............................................CT
selvaraj@afcons.com
Mumbai INDIA
Satish Tengiri .....................................CT
satishmt@afcons.com
Mumbai INDIA
Mark Willian M.S., P.G., C.E.G. .........OW
mark_willian@dot.ca.gov
CalTrans
Sacramento CA USA
Kevin Sharp.........................................CT
kjsharp@telusplanet.net
Sharp’s Construction Services 2006 Ltd.
Edmonton AB CANADA
Ravikiran Vaidya M.E. ...........................S
accounts@geodynamics.net
Geo Dynamics
Vadodara INDIA
John Wise............................................CT
jwise@nicholsonconstruction.com
Nicholson Construction Company
Cuddy PA USA
Michael Steinhardt .............................ME
mikesteinhardt@embarqmail.com
Construction Equipment Sourcing
Branchville NJ USA
Egbert Van ’T Hooft ...........................ME
ej.vanthooft@ihcmerwede.com
IHC Hydrohammer B.V
Kinderdijk THE NETHERLANDS
Harikrishna Yandamuri M.Tech ..........EA
yhari@kellerindia.com
Keller Ground Engineering
India Private Limited
Chennai INDIA
V Ramamurthy ....................................CT
ramamurty@afcons.com
Mumbai INDIA
Mohan Ramanathan M.S....................ME
mohanact@gmail.com
Advanced Construction Technologies (P) Ltd.
Chennai INDIA
MIDDLE EAST DFI NEWS:
SPECIALIZED DRILLING EQUIPMENT & TOOLING
HEAVY. CIVIL.
Phone (972) 272-6461 / fax (972) 272-9194
toll free (800) 527-1315
www.smhainco.com
A successful joint summit on Piling
DFI is Proud
and Deep Foundations was held
to Welcome
this past October in Saudi Arabia.
95 New
DFI’s Middle East Committee
handled oversight of the technical
Middle East
program, and IQPC managed the
Members
event logistics, exhibition and
sponsorship. Ninety-five of the
attendees became DFI members as a result of their
participation in the event.
The Middle East Committee is planning events in Qatar,
Dubai, Syria, Egypt and India in 2011.
For a complete list of new members go to www.dfi.org /
update/MiddleEastMembers.pdf.
The committee is actively seeking participation from the
deep foundation community in the Middle East. Anyone
interested in being part of the committee should contact DFI
headquarters at staff@dfi.org.
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The Group
EUROPEAN NEWS
News From DFI’s European Committee
• organization of a Sustainability Seminar
in the U.K.
• creation of a student exchange program
Amalgamation of Equipment Codes
Thus far this work has been largely
financed by the EFFC. Since DFI represents
groups other than contractors, i.e., manufacturers and suppliers, the committee
believes it will be very helpful for DFI to
take part in financing the remaining work
on the unified code.
CEN/TC 288 Execution Codes
DFI-BRE Seminar on Sustainability in
Foundations (See Box). The organizing
committee includes Suckling, Butcher,
Christopher Wood of the University of
Nottingham, and John Patch of Roger
Bullivant. Announcements regarding the
seminar program and registration details
will be distributed by DFI headquarters.
Student Exchanges. Doornbos introduced a draft letter to European members
outlining the idea of offering exchange
apprenticeships between companies in
member countries; within Europe to start.
A letter will go to all DFI members soon.
AB
DEEP
TE
DFI
IN
ITU
TA
Sustainability in Foundations
ATIONS I
N
ND
U
ST
FO
These codes (CEN stands for the European
Committee for Standardization) are
extremely important in Europe; with
revisions of the standards covered
undertaken every 5 years. The EFFC has
been financing the secretariat for many
years and with the addition of DFI’s support, our Institute will now have a voice in
the process.
Programs
E
• formation of a monitoring committee
TE
• support of an online mechanism for use
of the Lexicon-Glossary by industry
Lexicon Task Group. Butcher reported
work continues on the Lexicon-Glossary
and the latest version has been distributed
to all European members of DFI. A procedure for inserting new data to achieve the
goal of continually improving the lexicon is
being developed as well as a search mechanism for the DFI website.
Monitoring Committee. Suckling suggested inviting Butcher to be committee chair.
van Seters promised support from several
Fugro offices. Bottiau proposed writing a
scope, compiling a list of companies and
identifying what already exists through
collaboration with DFI’s Testing & Evaluation Committee. Haehnig volunteered to
make the list and write a draft scope. Butcher
will try to find ‘neutral’ financial support.
IT
• ongoing financial contribution to the
CEN/TC 288 execution codes
Committees
M
At the January meeting, the committee
discussed specific activities for 2011 and
beyond as follows:
• financial support of the amalgamation
of the drilling and piling equipment codes
S US
In late January, the DFI Europe Committee
met to discuss 2011 activities and prepare
for representation at the DFI Winter
Planning Meeting in February. They
reflected on the 2006 formation of a
separately incorporated entity, DFI Europe,
in the Netherlands with its own board.
Now, with DFI’s renewed commitment to
truly internationalize, (see President Jim
Morrison’s message, pg 5), the leadership in
Europe takes the form of a regional
committee dedicated to spreading DFI’s
mission and resources throughout Europe.
This leadership consists of Chair Sikko
Doornbos, Terracon International, The
Netherlands and nine additional European
DFI members: Maurice Bottiau, Franki,
Belgium and DFI Trustee; Tony Butcher,
BRE, U.K.; Tony Suckling, BBGE, U.K. and
DFI’s Sustainability Committee Chairman;
William Van Impe, University Ghent,
Belgium; Vincent Joannes, IHC Marteaux
Hydrauliques, France; Adriaan van Seters,
Fugro Ingenieursbureau bv, Netherlands;
Frank Haehnig, Züblin Spezialtiefbau
GmbH, Germany; Marica Roman, Technip
Engineers, Italy; and newly appointed
member, Markus Schönit, Liebherr-Werk
Nenzing GmbH, Austria.
Dr. Markus Schönit
studied civil engineering
at University of Karlsruhe in Germany where
he received his degree of
a Dipl.-Ing. (M.Sc.) in
2005. Subsequent to his
study he stayed as a
research associate to conduct research
work in the sector of impact pile driving
and vibratory pile driving based on
laboratory and large-scale experiments. In
2009, he joined Liebherr Nenzing where he
handles technical sales support for its
foundation equipment. His field of activity
includes improvement, development and
implementation of deep foundation
methods and advising customers of
Liebherr foundation equipment in deep
foundation matters.
ILITY C O
M
Deep Foundations Institute and the Building Research Establishment will hold a
seminar to raise awareness on sustainability in foundations. The seminar will focus
on the work done so far in the U.K. on sustainability, such as BREEAM, Green
Guide to Specification and the Code for Sustainable Homes, and then to show how
these documents currently do not consider the foundations to buildings. The
speakers will include Tony Suckling, chair of the Sustainability Committee and
Scott Steadman of BRE Global. The seminar will be held on Thursday 26, May at
BRE at Garston, north of London in the U.K. The idea is that the delegates have the
framework to take away as a relatively simple message and hopefully use it in their
work. For information, contact: Tony Suckling, Tony.Suckling@bbge.com
Dawson Projects in London, Corsica
It is hard to imagine two more disparate worksites than urban
London and the Mediterranean Sea. One was sinking piles in the
sea near Corsica and the other was a pile job in crowded area in
London. Dawson Construction Plant Ltd, completed both projects
in December.
In London, new trains to be introduced on the SSL network have
a higher power rating than the existing fleets. Their increased
“tractive” effort and larger auxiliary (air conditioning, etc.), together
with an enhanced timetable, will increase the power demand on the
present infrastructure.
To support the increased loads on three lines and to do power
upgrades on the deep-level tube lines, reinforcement works also had
to be undertaken on the cable distribution network. A new bulk
supply point (BSP) will house two 132/22kV (kilovolt) double-
Initially the LRB125 rig commenced pre-augering work with a
300 to 35 mm (11 to 14 in) diameter auger. Following this, the
LRB255 fixed-mast leader rig was fitted with a resonance free
vibrator. The rig pitched and guided the AZ37-700 17 m (56 ft)
piles through the previously agitated ground using the prestressing force of the machine, assisted with the minimum
vibration of 10%. The piles were pitched to a depth of more than
50% of its length or when the toe of the sheet pile had reached the
cohesive soil. Dave Brown, managing director of Dawson, notes
several salient points, saying the job used the most powerful silent
sheet piling press in the market, 200 metric tonnes (220 short tons
U.S.) per pile, and the largest piling rig in the U.K., one with a 32 m
(105 ft) long leader, approx 100 t (110 short tons U S ) in weight. To
the firm’s knowledge, the project incorporated the longest known
sheet piles pressed in hard ground without
using water jetting. Workers also encountered 5 m (16 ft) deep brick structures that
they drilled through using the same piling
rig that housed the pressing equipment,
but with drilling attachments. All was
accomplished on an extremely confined
site, with rail, road and pedestrian infrastructure obstacles.
Corsica Port Project
Working within the constraints of urban London
secondary transformers and a host of other
electrical equipment, which include panel
switchboards, batteries, chargers and metering transformers associated with the grid
transformers. The BSP superstructure will
be a reinforced concrete frame building
with two sub-basement levels constructed in a sheet pile cofferdam
located between the railway siding at Edgware Road station and
Chapel Street, a busy area. The sub-basements will hold the
switchgears while the Chapel Street level, which will be about 10 m
(32 ft) high, will house the transformers.
At the Corsica site, the piling was part of an
€8 million project to expand the Ajaccio
Commercial Port, which is basically a jetty
extension from the existing quay base.
The project required 24 tubes in three
sets of eight to form the new jetty. The
ground conditions at the final depth of
34 m (110 ft) was hard fractured granite in
which tubes had to be driven for the
required load bearing.
The customer selected the Dawson
HPH15000 because of the rapid driving
rate of 80 bpm (blows per minute) at full
energy, thus maintaining the momentum
“The job used the most powerful silent sheet piling press in
the market...and the largest piling rig in the U.K.”
of the pile into fractured granite at full depth. Verticality of the tube
while handling the hammer in crane-suspended mode was
achieved with a tube guide mounted over the side from the deck of
the jack-up barge at the start. The contractor then used a
PTC200HD vibro to pitch the piles, making back-driving with the
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PEOPLE, PROJECTS AND EQUIPMENT
Bernie Hertlein: Master of His Domain
Bernhardt H. Hertlein traveled a circuitous
path en route to his present pinnacle of
esteem in the nondestructive testing world.
Accolades abound from his colleagues
regarding his skills and his character. No
less an engineering luminary than Clyde
Baker of AECOM, speaks of Hertlein’s
“expertise and high level of integrity, a very
important characteristic to have in this
business where foundation decisions can
be critical with regard to structural safety.”
Edward Hajduk, of Terracon, and chair
of DFI’s Testing & Evaluation Committee,
says of Hertlein “even more impressive
than his understanding … is his active
involvement in expanding the knowledge
base of the industry.” Tony Kiefer, AECOM
principal, calls Hertlein one of the
company’s “best assets,” one of the top guys
in NDT — the “master of his domain.”
Kiefer adds that Hertlein is often asked to
do peer reviews, “people know he is always
fair in his assessments.” And Fred Rhyner
of Mueser Rutledge Consulting Engineers
says Bernie is a “go-to guy, a top-notch
expert who is willing to volunteer his time
to professional organizations.”
From Farming to Physics
Hertlein began his working life on a small
farm in southern England, where his
father worked and the family lived in a
cottage that came with the job. He was
fascinated by the “ingenious design of
threshers and other farm machinery.” He
really wanted to be a pilot, he says, but
realized that if he joined the armed forces,
there was no guarantee that he’d fly. So he
opted for a five-year mechanical
apprenticeship work/study program. After
that, he left his hometown at age 21 for a
Volkswagen dealership in Nottingham. At
that time, VW had one of the first electrical
diagnosis programs in Europe and
Hertlein flourished, becoming the lead
diagnostic technician in short time. The
VW technology was a precursor to present
day on-board diagnostic computers for
cars, he says.
His next career step was into the disco
world. A colleague introduced Hertlein to
this niche of electronic technology, and
partnered with him running a mobile disco
as a hobby. They turned the hobby into a
successful business building and installing
disco equipment, and, at one point,
employed 28 disc jockeys throughout the
U.K. midlands. During this time he also
realized his dreams of becoming a pilot, by
earning his private pilot’s license in 1979.
But Hertlein’s path took a notable detour
when the disco partnership broke up. He
answered a recruiting advertisement placed
by the English subsidiary of the Centre
Expérimental de recherches et d’études du
Bâtiment et des Traveaux Publics, otherwise
known as CEBTP. The Centre is based in
France, but had just set up the U.K. subsidiary in 1982 to promote CEBTP technology overseas. Hertlein’s knowledge of
French was a big asset, he says. The move
changed his outlook and entire career.
Engineers at the Centre were working on
NDT, especially on cross-hole sonic logging,
parallel seismic and impulse response testing. Again, Hertlein’s aptitude was recognized
and he was soon traveling to places such as
Algeria, Belgium, France, Hong Kong and
Switzerland to perform the tests. Hertlein
notes that the former French colonies, in
particular, not only welcomed, but sought
out France’s technological expertise. So he
was still living in the U.K., and imparting
French technology in Africa and Asia.
Hertlein recalls working with “top people,”
at the Centre to develop the CSL, parallel
seismic and impulse response testing hardware and software, noting his tutelage with
Allen Davis, whom he described as ahead of
his time in foreseeing the application of
nondestructive testing to civil structures
and deep foundations. Jean Paquet was
another “certified genius,” the mastermind
behind the CEBTP testing equipment who
foresaw digital technology back in the 1960s.
Paquet, says Hertlein, could visualize the
future of testing equipment, but had to wait
for technology to “catch up.”
Entry Barriers
The next detour was geographic rather
than technological. After a few work stints
for the Centre in the U.S., Hertlein realized
that he wanted to work and raise his
children in the nation of “unlimited
possibilities.” Americans, he says “celebrate
success; they don’t snipe at those who
succeed.” It wasn’t so easy to carry out his
intention. To work in the U.S., his
employer needed to demonstrate that
Hertlein could do work that “no one else
could do.” His education and work at the
Centre also had to be vetted by an
international education evaluation firm,
whose verdict was that Hertlein’s work and
publications exceeded the requirements of
a U.S. undergraduate degree.
Hertlein also got a helping hand from
Clyde Baker, who recognized his talent.
Baker’s firm, then called STS Consultants,
employed Hertlein as a freelance
technician in 1991, and put him on the
fulltime payroll in 1992. He has been with
the firm ever since. Baker assesses Hertlein,
saying he is “particularly competent… in
interpreting questionable data coming
from sonic echo, impulse response tests,
and sonic logging test results… Bernie’s
experience correlating test data with
preplanned ‘defects’ is unmatched and is
important in interpreting field test data
where unplanned anomalies are found.”
Hertlein’s title is principal scientist, and he
explains that he is one of many in this
category of non-P.E.s at AECOM. His
colleagues are geologists, chemists,
physicists and other scientists. The NDE
and Geophysics department that Hertlein
leads is part of the Specialty Practices
Group of the Water and Civil Infrastructure
business line within the giant AECOM. The
company, which acquired STS in 2008,
now numbers about 55,000 employees.
“Basic Physics” is the term Hertlein uses for
his nondestructive evaluation (NDE) work
at AECOM. The technologies that his group
uses are based on the physical principles of
electricity, electromagnetism, gravity,
thermo-dynamics, vibrations and wave
propagation. He traces cross-hole sonic
logging back to research done in the 1930s
at the U.S. Army Corps of Engineers Waterways Experiment Station in Vicksburg,
Miss., on ultrasonic pulse velocity. He also
notes studies at the University of Tennessee
in the 1940s. This early research was
considered a curiosity with “no particular
use.” Harking back to his work with CEBTP
researchers, he says they transcended the
earlier research by using two probes in
parallel access tubes to get a profile all the
way down a drilled shaft foundation in the
1970s. At that time, Hertlein adds, only the
French possessed the equipment for this
type of integrity testing.
Volunteering
Part of Hertlein’s considerable contribution
to the NDE field lies in the time he spends
with the six professional organizations to
which he belongs. DFI is one, and he
recently co-edited the DFI Drilled Shaft
Manual, along with Rhyner, and edited the
update of the DFI Glossary of Foundation
Terms. Hertlein is currently a DFI trustee
and has been an officer or on the boards of
several industry groups. His list of
publications and presentations beggars the
imagination. In 2009 he was given an
award of which he is particularly proud –
the ADSC Outstanding Service Award.
Hertlein travels constantly, for professional meetings and for AECOM. He loves
his job, he says, and enjoys the practical
challenge of figuring things out. He also
loves being able to say “Wow, I was right!”
after a particularly challenging analysis.
“Perfection is almost impossible to achieve
in most deep foundations,” he says, “and
that is the reason safety factors are incorporated into the design. If one finds an
anomaly in an integrity test, the challenge is
to determine the nature and the cause via
analysis and perhaps additional testing, and
then to help the engineers assess its
significance and determine how they can
deal with it. What is even more satisfying is
if the cause of the anomaly can be clearly
identified, and the contractor can use that
information to modify the construction
process to prevent it happening again.
Through that process, NDE methods have
directly contributed to the acceptance of
drilled shafts as a reliable and cost-effective
foundation technology.”
Occasionally he encounters a “ridiculously simple” anomaly. One such assignment was to solve a problem at highly
vibration-sensitive MRI facility at a clinic in
Texas. Vibrations exceeded the manufacturer’s recommended limits for equipment
operation. After some investigation,
Hertlein found the answer on the roof. Steel
brackets, attached to the HVAC equipment
isolation springs for protection during
shipping, were clearly labeled “Installer Remove this shipping bracket prior to
startup.” No one had done that.
Back to Roots (pun intended)
What does this accomplished specialist do
in his “spare” time? He is back at farming,
this time with a “natural” garden, providing
a tidy but welcoming habitat for wildlife,
and seeing what nature produces, including
some weeds and prairie plants worth keeping, he says. There is also a small garden
railroad, but “railroading season” in northern Illinois is pretty short! He also gives a
nod to his early dream of becoming a pilot.
Wherever he travels, he keeps a log of his
flights, and searches out aircraft museums.
Bernie Hertlein’s career seems singularly satisfying. His success, his intellect and
his genial personality are recognized by his
peers. “Bernie Hertlein is a scholar and a
gentleman,” says John Hayes of Loadtest.
“There are few individuals in this industry
as well known as Bernie, or as highly
respected,” he adds, calling Hertlein a
“consummate professional.”
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Concrete Admixtures for Anchor, Micropile and Soil Nail Grouts
The earth retention industry uses
admixtures sparingly for anchor, micropile
and soil nail grouts. This may be due to
several reasons, such as: 1) concern over
potential detrimental effects; 2) lack of
knowledge about their proper use; and 3)
the perceived high cost of using them.
These concerns, valid to any consumer,
have proven not to be the case in the readymix concrete industry; the main consumer
of concrete admixtures. The ready-mix
concrete industry may also be why
admixtures have not taken hold in the earth
retention industry; data sheets are written
to address the issues and concerns of the
ready-mix people. When looking for an
AUTHOR:
Timothy S. Avery, P.E.
Business Development Manager
Hayward Baker
admixture to make an anchor grout more
flowable, do you use an admixture, as one
data sheet promises, “to produce concretes
with dramatically enhanced finishing
characteristics” or do you select one
utilizing “rheodynamic technology with
premier self leveling characteristics?”
My aim here is to shed light on admixtures that can benefit the earth retention
industry by addressing the benefits and
possible detrimental effects of three types
of admixtures: dispersants, hydration
control agents and non-shrink admixtures.
Dispersant Technology
Dispersants are also known as water
reducers or plasticizers. More productive
dispersants are called high range water
reducers and superplasticizers. Dispersants
increase the fluidity of a grout or concrete
by dispersing the cement particles in the
mix. When cement is added to water,
regardless of how much water, the particles
stick together. By dispersing the cement
particles, water is freed up, which allows
for less water (hence the term water
reducers) to be used to obtain the same
flow characteristics (think either slump or
marsh funnel flow). Greater dispersion can
be achieved by using superplasticizers.
Dispersed cement particles produce more
cement hydrates, the actual glue or
“cement” that bind the mix together. This
results in greater strength and durability
because the strength and durability of
concrete is inversely proportionate to water
content. Using dispersants will produce a
higher strength grout or concrete without
reducing flowability.
Increased grout strength and flowability benefit the earth retention industry.
Higher strength grouts reduce the risk of
anchor rejection due to grout failure and
reduce the time needed for the grout to
achieve strength to enable stressing. Higher
flow grouts prevent grout from clogging
lines and equipment and provide faster and
more thorough grouting of strands, bars
and piles.
Many companies offer dispersants, and
each has several if not dozens of dispersants. The question is which one? Without
getting into the intricacies of each family of
dispersants, suffice it to say that one of the
best admixtures for our industry (from a
cost-benefit standpoint) is perhaps a naphthalene sulphonate. Various trade names
for this admixture from different suppliers
are Rheobuild 1000 from BASF-MBT,
EUCON 37 from Euclid, Sikament 300
from Sika and Daracem 100 from Grace.
When properly dosed, there are
virtually no detrimental effects from using
any of these dispersants. Using the product
should result in more fluid grouts, which
makes it easier to batch, pump and place,
especially in warmer weather. Strength
gain is not inhibited; on the contrary, one
could expect a 10% increase in strength
over a plain water and cement mix. Last,
high early strength grouts can be made by
reducing the water in the mix and
increasing the amount of dispersant to
provide the necessary fluidity. There may
be slight retardation of the grout if the
admixture is seriously overdosed.
The old chestnut that dispersants
promote or cause flash setting of grout is
incorrect. What has been observed with
dispersants is false setting. False setting is a
flaw in the cement, not the admixture, and
is exacerbated by low water cement ratios,
such as when you reduce the water to take
the greatest benefit from the dispersant.
False setting characteristics can be
determined prior to using the cement and
are easily avoided, either by using a
hydration control agent or by using
different cement.
Hydration Control Agents
A hydration control agent is vastly different
from a retarder. While both will delay the
set of cement, a retarder retards the set of
the mix with little ability to lengthen the
delay beyond a few hours. A hydration
control agent on the other hand, is capable
of delaying the set for hours, or days if
needed, with no adverse affect on the grout
or concrete. The degree of delay is
determined by the dose rate. The ability to
halt hydration for hours or days has
facilitated many difficult concrete and grout
applications such as hot weather grouting,
long distance pumping of grout and long
hauls. A delayed set grout resumes normal
hydration and strength gain and may even
exhibit slightly higher strengths once the
admixture wears off. Some recommended
hydration control agents are Grace’s
Recover, BASF-MBT’s Delvo and Eucon
WO from Euclid Chemical.
Expansion Agents
Many anchor specifications require a nonshrink or expansive grout. Most nonshrink grouts are actually shrinkage
compensating grouts, whereby shrinkage
of the cement portion of the grout is offset
by expansion of another product in the
grout to produce zero shrinkage or perhaps
a slight expansion. A simple way to develop
an expansive grout is to add something that
will generate gas, such as aluminum
powder. Creation gas, as long as it forms
small bubbles, will produce grout expansion. Relying on gas bubbles alone is not
the best method of producing a non-shrink
grout — especially when hydrogen gas may
have a detrimental effect on the steel bar or
pile, such as with hydrogen embrittlement.
There are several different expansive
minerals that can be used in a cement grout,
and when added in the proper proportion,
provide a non-shrink grout.
The preferred way of developing a nonshrink grout is to incorporate a material
that has a larger volume in the hydrated
state than in the unhydrated state.
Admixture Type
combinations or blends of single
admixtures. Contractors can do the same in
the field with different admixtures. For
example, an anti-washout admixture can
be mixed with a hydration control agent
and some dispersants. MBT’s anti-washout,
UW 450, when mixed with Rheobuild
1000 makes grout with a taffy-like
consistency, which is generally not
Suggested Products
What It Does
are chlorides in the admixture. The last
major concern arises from overdosing the
admixture in the grout mix. The damage
from an overdose is a function of the
sensitivity of the admixture and degree of
overdose. With some admixtures, a
doubling of the dose may prevent set for
several days while with another admixture
it may only delay the set for 10 minutes.
Engineering Benefits
Contractor Benefits
Dispersant
(generic naphthalene
sulphonate)
•
•
•
•
MBT Rheobuild 1000
Eucon 37
Sikament 300
Daracem 100
Separates grout
particles in mix
producing stronger and
more flowable grout
Increases:
• Penetration
• Early strength
• Ultimate strength
• Durability
• Grout stability
• Increases grout
flowability,
• May allow for earlier
stressing
Hydration Control
Agent
(not retarder)
• MBT Delvo Stabilizer
• Eucon WO
• Grace Recover
Coats cement particles
preventing hydration
for an amount of time
proportional to the
dose rate ranging from
3 to 72 hours.
• Higher early strength
• Better hydration of
cement
• Reduces thermal
cracking
• Extended set time
extends pot life of
grout
• Allows grouting in hot
weather conditions
Expansive Agents
• MBT Meyco Flowcable
• Eucon THX
When added to cement
grout produces a nonshrink, high early and
ultimate strength,
dense, thixotropic
grout
• High early strength
• High ultimate strength
• Shrinkage
compensated
• Enhanced corrosion
protection
• Thixotropic grout
allows for placement
in inclined holes,
• Earlier stressing of
anchor possible
• Ease of pumping
Table 1. Summary of admixture types, brands, and benefits to the engineers and contractors using them
Almost every construction product
manufacturer produces a bagged product
that produces high flow, high strength,
non-shrink grouts. These high quality
grouts are also high cost. There are less
expensive ways of obtaining a non-shrink
grout. Two companies sell a package of
admixtures and expansive minerals that
you can add to your own cement to make a
non-shrink, high flow and high strength
grout. One product is from BASF-MBT
called Flowcable. The other product is
from Euclid called EUCO THX.
Many admixtures or products are often
a combination of different admixtures. In
fact, many of the top selling admixtures are
recommended — unless you want taffy.
However there are cases where “taffy” is
desirable. The key to success is to consult
with the local rep from the admixture
company, run trial tests before committing
to a full-scale field program and then
monitor grout during production.
One cannot discuss admixture benefits
without addressing potential negative
effects. The first concern in the earth
retention industry is chloride attack due to
any chlorides in the admixture. This is also
a great concern in the precast and ready
mix industry. Nearly all admixture technical data sheets state whether or not there
The admixtures presented here are not very
sensitive, so large overdoses can be
tolerated with little to no adverse affect
other than delaying set for a day or two.
Ultimately, the grout strength should reach
or exceed that required.
The three admixture types summarized
here can provide the earth retention
industry with some very powerful tools to
produce stronger, more durable, more
versatile and more flowable grouts. As with
any new product, users should consult the
manufacturer for specific information, and
test the product before committing to
widespread use.
JD
& Company, Inc.
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Phone: 985-234-4567
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Calculating Embodied Energy of Structures: A Case History
Cost is commonly the principal factor in
selecting temporary excavation support
structure from a short list of feasible alternatives for the ground conditions encountered. However, interest in environmentally
conscious building practices has introduced
energy efficiency to the selection process.
This review develops and compares the
embodied energy and embodied carbon of
construction materials used to produce four
alternative earth support structures, and
compares the approximate cost of each. The
design case was taken from an excavation
project in New Jersey. The project required
cantilever support of a 17 ft (5.1 m) high
excavation with 8 ft (2.44 m) of differential
water pressure. The soil profile, and design
requirements, are summarized in Figure 1.
The excavation support structures considered include: steel soldier pile with soilcement lagging (Figure 1), cast-in-place
concrete slurry wall (Figure 2), steel sheet
pile left in place (Figure 3), and steel sheet
pile with backfill and sheeting recycled
(Figure 4). The New Jersey project used a
cantilevered soldier pile with soil cement
lagging illustrated in Figure 1.
Concrete slurry walls are often used for
both temporary and permanent support;
comparison of only the temporary use
places the concrete slurry wall at a disadvantage. Also, unlike the other structures
considered, steel sheet pile may be removed
for re-use or recycling. To consider these
benefits, the project team extended the
comparisons to the permanent condition by
introducing a concrete foundation mat and
basement wall into the cases. The slurry
wall requires only a thin liner wall (to
provide a comparable finish). The other
structures require a structural basement
wall. Removal and recycling of steel sheet
pile was also considered, with the increased
excavation and backfill required for
removal included in the comparison. The
permanent cases are illustrated in Figure 2.
AUTHOR:
Peter W. Deming, P.E., Partner
Mueser Rutledge Consulting Engineers
Fig. 3
Steel Sheet Pile
Left In Place
PZ-27
Fill
Permanent
Structure
Sand
Compact
Sand
Clay
Comparisons
The embodied energy coefficients, taken
from Hammond & Jones, Inventory of
Carbon & Energy, Volume 1.6a, University
of Bath, 2008, are summarized in Table 1.
Energy coefficients consider “cradle to gate”
(i.e., quarry to manufacture completion) of
the primary components. A summary of
embodied energy (EE) and embodied
carbon (EC) of the alternatives appears in
Table 2 for temporary structure use; the
additional needs to extend the temporary
structure to permanent basement
construction are shown in Table 3.
The unit cost comparison (cost per
linear foot of support structure) is an
“educated guess” for the completed
structure in-place, based on experience, for
year 2010. The embodied energy and
structure cost are summarized and
compared in Table 4.
Table 1: Energy Coefficients
Conclusions
The energy and cost comparisons of Table 4
lead to a few interesting findings:
• The lowest cost temporary structure
also happens to have the lowest
embodied energy.
Embodied
Energy
EE
Carbon
EC
MJ/Kg
Kg CO2/Kg
Cement (50%Portland/50% Slag)
3.0
0.45
Structural Concrete
1.1
0.16
Clean Excavation / Fill / Disposal
0.1
0.005
Imported Sand and Gravel Backfill
0.3
0.02
Structural Steel (Recycled Content)
13.1
0.68
Reinforcing Bar Steel (50% Recycled Content)
9.0
0.42
Material
• Removing and recycling steel sheet pile
has substantial energy benefit, as would
re-use of the sheet pile. However, sheet
pile removal does not yield cost savings.
• The concrete slurry wall has the highest
embodied energy, for both temporary
and permanent cases.
• The energy comparison order, developed
based on embodied energy in Table 4, is
unchanged for embodied carbon.
Notes:
1. Reference: Hammond & Jones, “Inventory of Carbon & Energy,” V. 1.6a,
University of Bath, 2008.
2. Average value provided in Hammond & Jones, 2008 used for calculation.
3. Values represent cradle to gate; transportation and installation energy not considered.
Table 2: Temporary Excavation Support
Weight
Embodied Energy/lf
Embodied Carbon/lf
Support Structure & Components
Kg/lf
MJ/Kg
MJ
Kg CO2/Kg
Kg CO2
Cement (50%Portland/50% Slag)
286
3.00
858
0.45
128.7
Excavation / Clean Fill Disposal
1633
0.10
163
0.005
8.2
Structural Steel (Recycled)
347
13.10
4,546
0.68
236.0
Soldier Pile with Soil - Cement Lagging
5,567
372.8
Concrete Slurry Wall
Structural Concrete
5580
1.11
6,194
0.16
892.8
4650
0.1
465
0.005
23.3
325
9
2,925
0.42
136.5
9,584
1,052.6
Steel Sheet Pile Left In Place
556
0.10
56
0.005
2.8
551
13.10
7,218
0.68
374.7
7,274
377.5
Steel Sheet Pile Removed & Backfill
6906
0.10
691
0.005
34.5
551
13.10
7,218
0.68
374.7
7,909
409.2
Commentary
This review may invoke separate criticism
from energy experts and construction cost
experts. In making this review, our
engineers found energy coefficients
applicable to foundation construction
somewhat flexible and difficult to pin
down. Likewise, construction cost is also
highly circumspect as to project specifics.
Finally, the review is very specific to a shallow excavation.
DEEP FOUNDATIONS • SPRING 2011 •43
Table 3: Permanent Basement Additions
Material
Weight
Embodied Energy/lf
Kg/lf
Embodied Carbon/lf
MJ/Kg
MJ
Kg CO2/Kg
Kg CO2
1.11
2,322
0.16
334.7
9.00
1,035
0.42
48
Structural Concrete
115
3,357
383.0
Structural Concrete
1381
1.11
1,533
0.16
221.0
76
9
684
0.42
32
2,217
252.9
Structural Concrete
2092
1.11
2,322
0.16
334.7
115
9.00
1,035
0.42
48.3
Structural Concrete
556
1.11
617
0.16
89
3,974
472.0
Structural Concrete
2092
1.11
2,322
0.16
334.7
115
9.00
1,035
0.42
48.3
Imported Sand and Gravel Backfill
6906
0.30
2,072
0.02
138.1
Recycled Steel Credit
551
9.00
4,959
0.42
231
2,887
289.7
Table 4: Summary and Comparison
Embodied
Energy
EE
MJ/lf
Carbon
EC
Kg CO2/lf
Energy
Comparison
(usinh EE)
Estimated
Cost
$/lf
Cost
Comparison
5,567
372.8
1.0
3,320
1.0
9,584
1,052.6
1.7
4,510
1.4
7,274
377.5
1.3
3,800
1.1
7,909
409.2
1.4
5,100
1.5
8,924
755.8
1.8
3,719
1.0
10,965
1,305.4
2.2
4,774
1.3
11,248
849.4
2.2
4,199
1.1
5,022
698.9
1.0
5,499
1.5
Support Structure
Temporary Excavation Support (Table 2)
Permanent Basement TOTAL (Note 1)
Notes:
1. Permanent Basement TOTAL is a combination of the Temporary Excavation Support (Table 2)
and Permanent Basement ADDITIONAL requirements summarized in Table 4.
2. Energy/cost comparison ratios are multiples of the lowest energy use/cost alternative.
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TECHNICAL FEATURE
Seepage Cut-off Walls for Levees and Dams: In-Situ Mixing Methods
eepage through and under levees and
embankment dams is a major problem,
and remediation programs of unprecedented scale have begun in recent years in
North America. There are various methods
used to install cut-offs in both rock and soil.
These fall into two broad categories.
Category 1 includes cut-offs created by
backfilling a trench or shaft excavated
under a bentonite slurry or similar
supporting methods, and range from the
cheapest (backhoe) and the most expensive
(secant pile) cut-offs that can be built for
levee or dam remedial purposes.
Here we focus on the other category of
cut-offs, those created by mixing the fill
and/or foundation soils in-situ. There are
basically three techniques. The conventional Deep Mixing Method (DMM) uses
vertical mixing augers with mixing blades,
while there are two newer technologies in
this category, the Japanese TRD (Trench
Remixing and Cutting Deep) Method, and
the Franco-German CSM (Cutter Soil Mix)
Method and its Italian sister, CT-Jet. All aim
at producing high quality soilcrete in-situ.
See a Summary of Characteristics of Various
Cut-Off Wall Methodologies on page 55.
S
“carrier” there can be between one and eight
vertically mounted shafts, but for cut-offs,
three or four shaft systems predominate.
The type of binder (wet or dry), the energy
of the grout injection (rotary only, i.e., low
pressure, or jet-assisted, i.e., high pressure),
and the mixing principle (all along the
shaft, or only at the end), characterize the
various methods currently used in the U.S.
The original SMW (Soil Mixed Wall) variant
is therefore classified generically as WRS
(i.e., Wet, Rotary, Shaft mixing).
The secant columns (Figure 1), typically vary in diameter between 20 and 40
in (0.5 and 1 m). “Practical” maximum
depths in the range of 80-110 ft (24-34 m)
are common, although greater depths are
possible using specialized equipment and
methods. The cut-off continuity is assured
by re-penetrating the inner elements of
freshly installed panels. Grout volume ratios
of 30 to over 100% are used, depending on
the ground conditions, the desired
properties of the soilcrete, and the requirements of each DMM variant. Grout volume
fairly massive and require wide and stable
access and unrestricted headroom. (Figure 2)
Properties and Characteristics. The
grout mix injected during penetration and
withdrawal of the mixing tools varies
widely. Mostly, the mix is a neat watercement grout with a water:cement ratio of
around 1.0. Bentonite is added where
especially low permeabilities (say < 1x10-7
cm/s) are needed, or lower strength or
stiffness is sought. Strengths vary from
100 to 1,500 psi (0.7 to 10 MPa) and
occasionally higher in coarse sands and
gravels, and permeabilities are usually in
the range 5x10-6 to 10-8 cm/s. Conventional
DMM soilcrete can have a high degree of insitu heterogeneity.
Notable Advantages. DMM has
several advantages, such as wide
geotechnical applicability, and low
vibrations and moderate noise. With
appropriate means and methods and
controls, one can build reasonably
homogenous cut-offs with good continuity.
Productivity can be as high as 2,000 to
ratio is defined as the volume of grout
injected divided by the volume of wall.
“Conventional” DMM panels have a
range of strengths with depth reflecting
stratigraphic variation. In dense or obstructed ground, predrilling or pre-excavation
may be necessary to allow efficient DMM
cut-off construction. DMM machines are
Figure 1. DMM installation sequence
(Bahner and Naguib, 1998)
DMM (Conventional Deep Mixing)
Method
Contemporary DMM methods for seepage
control date from Japanese developments
in 1972. These techniques for improving
foundation soils for strength and stability
purposes began in both Japan and in
Sweden 5 years earlier. Japanese cut-off
technology was introduced into the U.S. in
1986, and U.S. specialists further
developed the method in several projects,
notably Jackson Lake Dam, Wyo.;
Lockington Dam, Ohio; the Sacramento
Levees, Calif.; and Cushman Dam, Wash.
DMM technology consists of blending
soil with cementitious and/or other
materials, or “binders.” For the wet
methods, a fluid grout is injected through
hollow, rotating mixing shafts tipped with
some type of cutting tool. On any one
AUTHOR:
Donald A Bruce, Ph.D., P.E.
President of Geosystems, L.P.
Venetia, PA
TRD (Trench Re-Mixing and Cutting
Deep Wall) Method
Figure 2. DMM machine (triple axis)
operating in river conditions (photo
courtesy of Raito Inc.)
3,000 sq ft (200 to 300 sq m) per 10-hour
shift. Unit costs are low to moderate,
though markedly higher in less favorable
conditions. Finally, there are several very
competent competitors in North America,
with good track records.
Potential Drawbacks. Equipment is
large, heavy and incompatible with limited
headroom or tight access sites. The practical maximum depth is about 110 ft (34 m)
and only vertical diaphragms can be
installed. DMM is sensitive to dense, stiff
soils or those with many boulders, and soils
with high organic contents, or high
plasticity can present challenges. Mobilization costs are relatively high.
Overall Verdict. Conventional DMM is
a well-researched and resourced technology used for over 20 years in the U.S.
Compared to recent DMM variants — such
as TRD and CSM — it is more sensitive to
variability in the penetrability and
composition of the ground, and the
product tends to be less homogeneous.
Like all DMM technologies, it has a
relatively high cost basis due to the
specialized large scale equipment and will
not be competitive when lower technology
systems (e.g., backhoe) can be used. Costs
range from $150,000-$500,000 for
mobilization/demobilization, and unit
costs are between $15 and $30 per sq ft.
This Japanese development began in 1993,
and within 10 years had been used on over
220 projects. The TRD machine has a
crawler mounted base that provides continuous horizontal movement of a trench
cutter, basically a chainsaw mounted on a
long rectangular section “cutting post.”
(Figure 3) Depending on the ground conditions and the model of TRD, walls from 18
to 34 in (46 to 86 cm) thick can be installed
to maximum depths of 170 ft (52 m).
After the cutting post is fully inserted
into the bentonite-filled starting hole, the
cutting chain is activated and the base
machine initiates a horizontal movement.
The desired cement-based grout is injected
from the post into the cut and a soilcrete
material created in-situ. The mixing and
cutting assures a high homogeneity due to
the vertical soil and grout movement
generated by the chain. When the
operation “rests,” the cement-based grout
is substituted by a bentonite slurry again
and so the cutting post is safely parked in
the trench without being cemented in.
When cutting resumes, this section is recut
with the cement-based mix to assure
longitudinal continuity of the wall. Most
Japanese applications have been for levee
repair, and most have been for installing
vertical diaphragms, although substantial
off vertical can be provided. Hayward
Baker, Inc. has used the TRD method to
construct miles of cut-off wall in Reach 1 of
Herbert Hoover Dike, Florida since 2008.
Properties and Characteristics: The
injected grout mixes are tailored to project
requirements. The wall’s properties also
reflect the nature of the virgin ground as
the grout volume ratio is usually 35 to
50%. Unconfined compressive strengths of
100 to 3,000 psi (0.7 to 20 MPa) can be
achieved, with a wide range of failure
strains (0.5 to 3.0%). Permeabilities are
typically in the range of 1x10-6 to 1x10-8
cm/s. There are no vertical or horizontal
construction joints and the soilcrete is
typically exceptionally homogeneous. The
TRD can perform commercially in all soil
conditions, in soft to medium hard
lithologies, which are still “rippable.” The
cutting teeth are changed in response to
the ground conditions. Boulders, as for all
DMM techniques, are troublesome, but far
less for the TRD method than for
traditional DMM machines.
Figure 3. The TRD base machine, with the cutting post inserted into the ground
(photo courtesy of Hayward Baker, Inc.)
Notable Advantages. TRD provides
continuous, homogeneous, joint-free walls
through all soil and many rock conditions.
Productivities can be very high in appropriate conditions, as high as 100 sq ft
(10 sq m) of wall per hour. The machine is
best suited to “long runs.” A very high
degree of real time QA/QC assures
verticality, continuity and in-situ properties. Post-construction verification of asbuilt properties (strength, permeability,
homogeneity, elastic modulus) is readily
conducted with conventional, quality
coring. In addition, the cutting teeth on the
chain can be readily adjusted to suit ground
conditions, and the TRD can operate in
headroom as low as 20 ft (6 m). Finally, the
machine and mixing plant are modestly
sized, and extremely quiet.
Potential Drawbacks. Sharp changes
in alignment necessitate extracting,
reorienting and replacing the cutting post.
Abrasive, hard, or massive rock markedly
reduce productivity and increase wear on
the chain, the driving wheel and the
bottom idler. Also, the cutting post can
become trapped in soilcrete that hardens
unexpectedly rapidly, or it may refuse on
hard boulders or hard rock.
Overall Verdict. TRD is a highlyspecialized technology with a proven track
record in Japan and the U.S., and can
provide a cut-off with exceptional quality.
In site and soil conditions that permit lower
technology approaches (e.g., backhoe), the
method cannot be competitive. Costs range
from $250,000-$500,000 for mobilization
and demobilization, and the unit price is in
the range of $25-$50 per sq ft.
CSM (Cutter Soil Mix) Method
This joint development by Bauer
Maschinen and Bachy Soletanche began in
2003. The first prototype machine was field
tested in Germany in 2004, and a patent
was granted the same year. Bachy
Soletanche now refer to this system as
“Geomix.” By mid-2007, 25 units had been
built and over 50 projects had been completed in Europe, Japan, New Zealand and
North America, totaling around 1.4 million
sq ft (140,000 sq m) of wall. The first use in
North America was at the Vancouver Island
Conference Center in 2006, (Figure 4) while
Control of verticality in 3 axes to a tolerance
the highest profile current CSM project in
of 0.2% is claimed. A further new develthe U.S. is for sections of a cut-off wall at
opment is the “Quattro” machine with two
Herbert Hoover Dike, Florida.
additional mixing wheels mounted on the
CSM uses hydromill (or cutter)
frame above the lower two wheels. These
technology previously developed for
enhance mixing efficiency during withconventional diaphragm walls to create
drawal from deep cut-off panels.
vertical soilcrete panels, rectangular in
Trevi has developed a similar machine,
plan. The cutting and mixing is done by
CT-Jet, which combines the cutting action
special wheels mounted on horizontal
of the wheels with the high kinetic energy of
axes, as opposed to the conventional Deep
grout injected at elevated pressures, similar
Mixing equipment, which uses single or
to those used in jet grouting and jet-assisted
multiple vertical axis equipment. Different lengths and
widths of panels are possible,
and the original Kellymounted cutters can reach
about 100 ft (30 m) maximum
depth. Recent researches into
cable suspended machines
permit a maximum depth
potential of 180 ft (55 m).
Panels are created in the
sequence used in conventional diaphragm walling.
Each one cuts about 12-16 in
(30-41 cm) into each of the
adjacent panels. During insertion, either bentonite slurry
(to loosen/precondition the
ground) or the target cementbased grout is injected
through nozzles mounted
between the wheels (about
50-75% of the total foreseen
grout volume). Mixing continues with the balance of the
grout injected during extraction, with the counterrotational directions of the
wheels reversed. Spoils colFigure 4. CSM used at a Vancouver Island site
lected in the pretrench are
removed by backhoe. In diffiDMM (Turbojet system). The jetting accelcult ground conditions, predrilling with
erates and optimizes the disaggregation of
closely spaced rotary drilled holes may be
the soil, improving productivity and
required to break up the ground or remove
homogeneity. The jets above the mixing
the organics.
wheels are adjustable for different soil
The cutter has instruments that monitor
types. Side jets can be used during withand control the construction of each panel.
drawal. Cable-suspended CT-Jet equipFor deep panels requiring the cable
ment can reach over 250 ft (76 m) in depth.
suspended cutter, directional stability and
Panels range from 25 to 60 in (64 to150 cm)
control is provided by a series of movable
wide, and 8 to 10 ft (2.4 to 3.0 m) long.
steering surfaces on the supporting frame.
Ongoing research focuses on the
geometry of the cutting and mixing wheels.
Three standard types are readily available,
while two other types are being investigated. Relatively low headroom machines
are also being developed.
Properties and Characteristics: CSM
has been successfully conducted in the
whole range of soils from organics and
clays to gravels and cobbles. A typical grout
mix, as used in a cut-off in Germany,
involved 373 kg (822 lbs) cement, 40 kg
(88 lbs) bentonite and 858 kg (1,891 lbs)
water per cubic meter, while the mix being
used at Herbert Hoover Dike has a high
replacement of Portland cement by slag
cement. For another example, 54 wet grab
samples from the CSM wall installed in
2006 in the fine estuarine, silty and clayey
sands of the Venice lagoon provided the
data in Figure 5.
The soilcrete is typically more
homogeneous than the equivalent material
produced by conventional DMM methods
and, of course, there are fewer interelement joints and less waste since repenetrations are not required.
Notable Advantages. CSM provides
strict control of panel verticality in real
time. The soilcrete is relatively homogeneous and the grout properties can be
designed for specific parameters. The
method is applicable in all soil conditions,
including dense/stiff deposits. Cutting
teeth can be quickly adjusted to soil
conditions. The equipment operates on a
wide range of conventional carriers.
Productivity can be very high. The method
easily accommodates sharp changes in wall
alignment. Finally, the equipment is relatively quiet and vibration free.
Potential Drawbacks. Boulders and
other obstructions, and very dense
deposits or rock-like layers will severely
impact feasibility and productivity. Homogeneity will be challenged by very plastic
and/or organic sediments. The typical
machine requires considerable headroom
and access.
Overall Verdict. CSM, in its various
evolutions, has spread very quickly across
several continents over the last few years,
COMPRESSIVE STRENGTH (PSI) [MPA]
MAXIMUM
PERMEABILITY (CM/SEC)
MINIMUM
AVERAGE
HIGHEST
LOWEST
AVERAGE
28-day
570 [4]
51 [0.3]
214 [1.4]
8.75x10-7
7.25x10-8
3.27x10-7
60-day
760 [5.5]
68 [0.4]
286 [1.9]
4.63x10-7
4.49x10-8
2.04x10-7
Figure 5. Data from CSM wall installed in Venice lagoon (Fiorotto, 2007)
indicating the system’s attractiveness.
However, it will not be competitive in
situations where low technology
approaches can be used. Unit costs are
from $20-$40 per sq ft, and mobilization
and demobilization costs range between
$50,000-$100,000.
Summary
The characteristics of Category II in-situ
cut-offs were presented here, including
estimated costs, advantages and best
applications. The text is condensed from a
much longer document, “Seepage Cut-offs
for Levees and Dams, the Technology
Review,” which was presented at the ADSO
Dam Safety conference in 2009. The
original paper also included an analysis of
Category I cut-offs, which were defined as
cut-offs involving backfilling of a trench or
shaft previously excavated under bentonite
slurry or a similar supporting medium.
Examples include the use of backhoes,
grabs, hydromills and secant piles.
Figure 6. Comparative depth capabilities of the various cut-off wall methodologies
Conventional DMM
TRD
CSM
Vertically mounted shafts are rotated into
the soil creating panels of soilcrete
Vertical chainsaw providing simultaneous
cutting and mixing of soil to produce
continuous soilcrete wall
Cutting and mixing wheels mounted on
horizontal axes create vertical soilcrete
panels
Wall Dimensions
Depth: Maximum practical about 120'
Width: 20-40"
Typical Properties Of Soilcrete
UCS: 100-1,500 psi
K: 5x10-6 to 1x10-8 cm/s
Costs
Mob/Demob: Moderate-High
Unit Prod: Low in sympathetic soil
conditions to Moderate-High in difficult
conditions
Pros
• Low vibrations and noise
Wall Dimensions
Wall Dimensions
Depth: Maximum 170'
Width: 18-34"
Depth: Typically 140 with Kelly but
Maximum 200' with cable suspension
Width: 22-47" with trials to 60"
UCS: 70-3,000 psi
K: 10-6 to 10-8 cm/s
UCS: 100-3,000 psi
K: 10-6 to 10-8 cm/s
Costs
Costs
Mob/Demob: Moderate-High
Unit Prod: Low-Moderate
Pros
Mob/Demob: Low-Moderate
Unit Prod: Moderate
Pros
• Experience
• Continuity of cut-off is automatically
assured (no joints)
• Panel continuity/verticality closely
controlled
• Several practitioners in U.S.
• Homogeneity (especially vertically)
• Homogeneity
• High productivity
• Productivity
• Productivity
• Good homogeneity
• Quality
• Adaptable to conventional base carriers
• Quick adaptability to wide range of
ground conditions
• Wide range in cut-off properties can
be engineered
• Low noise and vibrations
• Low headroom potential (20)
• Can accommodate sharp geometry
changes
• Inclined diaphragms possible
• Applicable in nearly all soil conditions
• Wide range in cut-off properties can
be closely engineered
• Cutting teeth can be quickly adapted
• Very high degree of real time QC
• Fewer joints than conventional DMM
• Relatively compact equipment
• Can change parameters for different
soil types
• Relatively quiet and vibration-free
• Low headroom potential (15 min)
Cons
• Large equipment needs good access
and substantial headroom
• Depth limitation
• Very sensitive to obstructions
• Variable homogeneity with depth due
to limited vertical mixing
Cons
Cons
• Difficult wall geometries (sharp turns)
• Rock, boulders and other obstructions
• Medium-hard rock, and boulder nests
(will reduce productivity and increase
wear on key components)
• Requires considerable headroom
• Currently only one U.S. contractor
• Requires very specialized equipment
• Cutting post may become trapped in
the wall or may “refuse” on nests of
boulders or hard rock
Key to Costs (2010 Figures)
Summary of Characteristics of
Various Cut-Off Wall Methodologies
Mob/Demob
< $50,000
$50,000-$150,000
$150,000-$300,000
$300,000-$500,000
> $500,000
Unit Costs (i.e., cost per square foot of cutoff)
Very Low
Low
Moderate
High
Very high
< $10
$10-$20
$20-$50
$50-$100
> $100
Very Low
Low
Moderate
High
Very High
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COMMITTEE REPORTS
Codes and Standards Committee
The IBC code development process is slowing. The 2012 Edition of the IBC will be
published April 30, 2011. The next code
will be the 2015 edition, with a January 3,
2012 deadline for code change proposals.
So, what can you do if your product or
process is not allowed by the Local Code
Official, or you think a section of the
current code is wrong? In the first instance,
you should look into the ICC Evaluation
Service as some of your competitors may
already have done. The ICC Evaluation
Service can approve your product or process based on testing and analyses that you
conduct. If they approve it, you can then
approach the local building department to
see if they will approve the product or
process for their jurisdiction. SAS Stressteel
began the evaluation process several years
ago. While one section of the ACI 318 codes
allows 0.35% strain, another section limits
the yield strength used in design
to 80 ksi. The goal was to gain
approval for the use in design of
yield strengths greater than 80 ksi
while still maintaining the strain
limits within 0.35%. Based on the
SAS studies, the ICC published
acceptance criteria for mechanical
connector systems for reinforcing bars (AC
133) and threaded high-strength steel bars
for concrete construction (AC 327) in 2008
and 2009. SAS then presented the acceptance criteria to the New York City Department of Buildings (NYCDOB), which
resulted in Buildings Bulletin 2010-003.
The NYCDOB bulletin establishes acceptance criteria for the use of high-strength
reinforcing bars to a limit of 0.35% strain
for design. The result is that SAS grade 97
bars, or other bars that meet the acceptance
criteria, can now be designed to their full
capacity. Several others in the
geotechnical industry have taken
this route including GeoPiers and
the helical pile manufacturers.
Larry Johnsen, P.E.
Committee Chair
office@hellerjohnsen.com
Many of you will retire before the 2015
code changes take effect in your local area of
practice. As an example, Connecticut will continue using the 2003 IBC until it approves a
modified 2009 IBC in early 2012. If you don’t
want to wait until 2018 to see a code change,
act on the local level. Join the local committee, which consists primarily of structural
engineers who are looking for geotechnical
assistance. If your reasoning is sound they
will most likely accept your proposal and
you will cut a few years off the process.
Drilled Shaft Committee
The Drilled Shaft Committee held its last
meeting in October 2010 at the DFI Annual
Conference. We had an excellent turnout of
25 people and discussed a wide range of
topics, including: the annual Drilled Shaft
Seminar, review of the IBC Code, FHWA
and ADSC activities, post-grouting for
Drilled Shafts, a new proposal for synthesis
research at the DFI Technical Committee
level and Geo-Council news.
For a new venture this year (and next),
four committees from the DFI and ADSC
will co-sponsor an annual seminar, each
making a financial commitment for the
seminar’s success. We decided to hold the
seminar in August 2011 in Toronto, partly
because of the success of the DFI/ADSC
Micropiling Seminar there last year. The
theme this year is: Making LRFD Work:
The Importance of Quality Management in
Drilled Shaft Design and Construction.
This seminar is a joint venture between
the Drilled Shaft and Testing Committees,
of DFI, and the Drilled Shaft and
Quality Initiative Committees, of
ADSC. The presenters will review
the requirements for successful
application of the LRFD process
in drilled shaft design, the importance of
quality management in both the design and
construction phases, and the testing
techniques available to provide the
information required for effective LRFD,
and for control and verification of the final
product quality. Case histories will
illustrate the benefits of integrating an
effective quality management program into
the drilled shaft design and construction
process. Bernie Hertlein of AECOM and
Tony Marinucci of ADSC are collaborating
on the technical program.
Our other major activity is also a joint
venture with ADSC, updating the slurry
specification for drilled shafts. We have
formed a joint subcommittee with ADSC to
investigate and propose a new slurry
Frederick C. Rhyner, P.E.
Committee Chair
frhyner@mrce.com
specification to cover the range of slurry
products on the market today, specifically
for use in drilled shaft construction. Mary
Ellen Bruce, DFI’s technical activities
manager, has volunteered to lead the joint
subcommittee, and she has already had
exploratory meetings. The members
include representatives from slurry
manufacturers, contractors, design
engineers and researchers. The joint
subcommittee plans to prepare a new
technical specification for drilled shafts
constructed with slurries in the
Construction Specifications Institute
format. Other industr y standard
specifications are available from AASHTO
and ACI, but neither is in the widely-used
CSI format for privately funded projects.
Helical Foundations and Tiebacks Committee
At the time of this writing, the committee
was getting ready to host its annual seminar
in Dallas, Texas on March 17, 2011, immediately following ASCE Geo-Frontiers 2011.
The seminar historically has had approximately 80 to 100 participants. This year’s
theme was innovative foundations for fuel
and energy production, and featured
speakers from around the globe including
Malaysia, Brazil, Canada and the United
States, which attests to the DFI’s
international membership and appeal.
Seminar topics included dynamic response
of vertical anchors for support of wind
towers, effects of pile installation methods,
settlement prediction, lateral capacity of
helical piles for support of solar structures,
and helical piles for support of natural gas
compressors and vibrating machines.
The committee held a general meeting
during the World of Concrete in January
and another meeting preceding the semi-
nar in Dallas. Topics included the
New York City Department of
Buildings (NYCDOB) new section
of building code governing the
use and application of helical
piles. To date the NYCDOB has
yet to release this code, but it was
expected to be published soon.
Other committee activities include
organizing an ad hoc group of engineers
and manufacturing company representatives to review ICC-Evaluation Services
document AC358 and to update the
acceptance criteria for the 2009 IBC. The
committee also is completing a series of
standard specifications, finishing a
university slide presentation, and working
on a state-of-practice paper for the DFI
Journal. We are looking for new members to
champion these efforts.
The committee is comprised of over 30
DFI members representing helical foun-
dation manufacturing companies, installation contractors
and specialty foundation design
firms, as well as university faculty
Howard Perko, Ph.D., P.E.
Committee Chair
hperko@magnumpiering.com
involved in helical pile research. The goal of
the committee is to share knowledge and
collaborate on initiatives that serve the
helical foundations and tiebacks industry
as a whole through development of
universal standards, facilitating research,
hosting educational seminars and increasing public awareness. The committee plans
to meet during the DFI Annual Conference
in Boston, Mass., in October 2011. All DFI
members and guests interested in the state
of technology regarding helical piles are
welcome to attend and participate.
Testing and Evaluation Committee
The DFI Testing and Evaluation (T&E)
Committee continues its efforts to educate
the industry (owners, contractors and
engineers) and the public regarding the
advantages and importance of proper
testing and evaluation of deep foundations.
We also seek to educate these parties about
consequences of not performing or
improperly performing these tasks. The
committee is working on the following
initiatives in 2011 in support of this goal:
1. Continued commitment and
involvement in the DFI SuperPile seminars. The next SuperPile seminar is scheduled in Charleston, S.C. from May 12 to
13, 2011. Additional details regarding
SuperPile ’11 can be found at www.dfi.org.
2. Development of a modular short
course that focuses on the three most
common deep foundation non-destructive
tests (NDT): high strain dynamic pile testing
(commonly known as PDA testing),
crosshole sonic logging (CSL), and low
strain integrity testing (commonly known as
pile integrity testing or PIT). This course will
be designed to be used as a whole or in parts
by T&E Committee members at industry
events. The first presentation of this short
course is scheduled for the DFI
36th Annual Conference on Deep
Foundations in Boston, Mass., on
October 18.
3. Give deep foundation testing and evaluation presentations
at engineering universities and
colleges for various student
organizations. The first is scheduled for the
University of Massachusetts – Lowell’s
ASCE Student Chapter in April, 2011.
4. Assist other DFI committees with
issues relating to testing and evaluation. For
example, several T&E Committee members are working with Tracy Brettmann and
the DFI ACIP Pile Committee on the
development of guidelines for nondestructive testing of ACIP piles.
5. Continued development of a draft
guideline for the selection of qualified deep
foundation testing firms to aid owners,
contractors and engineers.
6. Assist state DOTs that do not have
specifications for deep foundation testing
and evaluation develop specifications.
7. Educate state DOTs on
recent advances relating to deep
foundation testing, instrumentation and evaluation.
Ed Hajduk, P.E.
Committee Chair
elhajduk@terracon.com
The T&E Committee is comprised of
over 20 industry professionals with
extensive knowledge and experience
relating to testing, instrumentation,
evaluation and design of deep foundations
and their affects on adjacent structures. If
you have a question regarding deep foundation testing, instrumentation and evaluation, please submit it at our committee
website: http://www.dfi.org/commhome.
asp?commfield=TEST.
Slurry Wall/Trench Committee
The committee is organizing a one-day seminar in Toronto, “Structural Slurry Walls,”
that will address their use in underground
structures. There were diaphragm wall
problems over 30 years ago in Toronto that
suggested to local engineers and stakeholders that they were not suitable for
underground structures. The committee is
interested in presenting alternatives to current techniques on slurry wall methods.
The seminar will be held in mid-August
and focus on information sharing and technology transfer on specific regional and
international projects. Target attendance
includes owners, engineers and their
representatives. We are inviting presentations and participants from Ontario.
After starting with our poster on Sustainable Development last October, the
committee wants to focus on this topic
using international experience and current
state of the art in the U.S. Our poster at the
DFI Conference showed excellent examples on six sustainable projects. Saving on
energy and materials continues to be a com-
mittee concern. There are
new projects including energy
piles that are similar to the
interests of diaphragm/
secant pile walls and the
committee should follow their progress.
We are working on several other objectives. One is final approval by DFI’s Technical Advisory Committee on our draft for
the DFI Guideline for Selecting Cutoff Wall
Systems, which is now under review. We are
also working toward approval of the committee’s educational presentation. Literature is being collected and should be
reviewed by July 2011. Both construction
techniques and design information will be
provided for students, educators and the
public. The committee is also working on
updating the existing Guidelines for
Structural Slurry Walls, and on developing
technical papers for the DFI Journal.
At the last meeting, there was a round
table discussion about the financial situation of construction markets that affect the
meeting attendees. The consensus was that
Laurent LeFebvre
Committee Chair
llefebvre@nicholsonconstruction.com
there was little improvement in the level of
immediate work in the privately-owned
industry and property development sector.
The majority of diaphragm wall/cutoff work
is being sponsored by the federal, state and
local government and agencies that require
dam and levee rehabilitation, transportation and building improvements. The only
local stimulus in new foundation projects
was for large projects sponsored by universities such as MIT and Columbia University.
Those expansions are privately funded.
The committee also welcomed new
members: Gernot Schranz of Liebherr Nenzing
Crane, Walter Vanderpool of Terracon Consultants, David Coleman of Underpinning &
Foundation Skanska, Gregory Sanchez of
Treviicos, Peter Deming of Mueser Rutledge
Consulting Engineers and Vincent Hull of
Hayward Baker.
Soil Mixing Committee
The Soil Mixing Committee had another
great meeting at the DFI Annual Conference. More than 20 people came; another
sign that times are good and lots of interest
exists in the industry. Several of our subcommittees gave status reports on outstanding items such as the DFI Guideline on
Deep Mixing and a database to start tracking
the quantity of soil mixing completed in the
U.S. each year. Several of our European and
Asian companions track their industry
much the same way. The DFI Guideline
document should be completed by April.
Updates from committee members about
their own work demonstrated area-wide
variety of soil mixing projects including
levee support, tank support, roadway
embankment support and building
support. The use of soil mixing as more
than a ground improvement tool is catching
on with the engineering and construction
communities. We should continue our
efforts to increase the knowledge in those
communities and to provide good
quality soil mixing with proper
QA/QC.
On April 7 and 8, DFI had a
Soil Mixing workshop in New
Orleans. Early indications were that it would
be well attended. The workshop included
presentations on the history of and current
uses of soil mixing. Equipment capabilities
were presented on the first day so that
attendees could understand the uses and
limitations of soil mixing equipment. The
second day was geared toward a review of
current specifications and design standards
used in many applications of soil mixing.
The following ideas for committee
activities were presented during the Annual
meeting for new activities or future focus:
• Sustainability or evaluating the carbon
footprint of soil mixing is a new focus
for the group. The use of recycled
binders is one way to reduce the carbon
footprint of soil mixing.
Dennis W. Boehm
Committee Chair
dwboehm@haywardbaker.com
•
Testing standards; what works and
doesn’t work. The committee hopes to
work with ASTM to develop new
standards with sampling, coring,
curing and testing soil mixed material.
• Performing a literature search on soil
mixing papers and providing access to
it through DFI.
• Develop and launch a soil mixing
webinar following the Soil Mixing
workshop in April.
I continue to challenge our committee
members to become more involved in our
industry to foster a stronger relationship
between those who practice soil mixing
and those who design and specify it.
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ACIP Pile Committee
The Augered-Cast-In-Place (ACIP) Pile
Committee meeting was well attended
with 22 members meeting in October
during the DFI Annual Conference in
Hollywood, Calif. The meeting discussions
focused on current initiatives which
include: 1) advancing the action plan to
facilitate AASHTO approval of ACIP and
Drilled Displacement (DD) piles and
2) investigating Non-Destructive Testing
(NDT) of ACIP piles.
The committee is continuing its
initiative relative to furthering the
AASHTO approval action plan. Updates on
this effort will be provided in subsequent
committee reports and at upcoming
committee meetings. Tracy Brettmann of
Berkel and Company has been actively
working on a committee document entitled
A Guideline for Interpretation of NonDestructive Integrity Testing of Augered-CastIn-Place Piles along with assistance from
Bernie Hertlein of AECOM, Ed Hajduk of
Terracon, George Piscsalko of PDI and Bria
Whitmire of Fugro Consultants.
We hope to complete the final
version shortly, have the Technical Advisory Committee review
completed and issue the publcation by end of year. The goal of
this document is to provide
practical guidance for the interpretation of NDT on the integrity of ACIP
and DD piles.
The Winter Planning Meeting (WPM)
for DFI was recently held in Coconut
Grove, Fla. At this meeting, several ideas
were discussed regarding ways to complete
extensive, in-depth and/or major committee initiatives within a primarily
volunteer organization. As a volunteer
within this organization, I know that my
fellow committee members struggle, as I
do, to find significant time to complete
organization-related work. This discussion
at the WPM was pertinent to the committee’s goals. The ideas discussed at the
WPM will provide techniques to re-
energize committee initiatives,
and will benefit the membership
of DFI. I look forward to their
implementation.
Matthew E. Meyer, P.E.
Committee Chair
mmeyer@langan.com
The committee contributed to the agenda
of the upcoming SuperPile conference in
Charleston, S.C. with several ACIP Pilerelated presentations by contractors, engineers and equipment suppliers. I look
forward to seeing many of you at the event.
At press time a committee meeting was
scheduled for May 12, following the day
one presentations at SuperPile. If any DFI
members have an interest in participating
in the committee’s activities, please send a
letter to DFI headquarters.
The other eight DFI Technical Committee
Reports will appear in the summer issue
of the magazine.
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Stabilizing soft/stiff clay, organic soil,
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road and railway embankments as well as
levees. It is also used as foundations for
buildings such as parking garages and
industrial buildings, and foundations for
wind turbines. The volume of stabilised soil
in Europe and Asia during the last years
is roughly 350,000 m 3 or 800,000 m
(455,000 cu yds or 2,625,000 ft). Two recent
projects in Norway are described here.
How MDM Works
In general, introducing dry binder to the
soil lowers the natural liquidity index and
makes it more difficult to hydrate
additional binder and properly mix the
soil. This is especially critical in shear panel
designs where proper adhesion between
overlapping columns within the panels is
assumed by the designer, and must be
achieved to produce the intended product.
Mixing dry binder (cement) and the
right amount of water, at the right time,
with soil allows for installations in very dry,
hard and difficult-to-mix soils as well as in
soft and wet soils. Large volumes of dry
binder can be used when needed, and still
be properly hydrated. The MDM method is
not dependent on the natural water content
of the soil, or limited by the amount of
binder used. These improvements are
immediate and followed by a long-term
increase, as is the case with most in-situ
methods using a cementitious binder.
During the penetration phase, a mixing
tool, mounted on a leader, is rotated down
into the ground to the required depth. The
tool is fitted with several water injection
nozzles. Part (typically, 50%) of the dry binder
(typically cement), and specific amounts of
water are injected into the ground through
separate nozzles. During the withdrawal
phase of the mixing tool, the remainder of
the dry binder, and additional water if
needed, is injected into the ground and
again stirred by the rotating mixing blades.
The result is an improved soil column. The
cement columns interact with the nonstabilized surrounding soil in low
binder/low strength applications and create
a stabilized soil volume, which acts as piles
in high binder/high strength applications.
AUTHOR:
Johan Gunther
President, LC Technology
250
Binder kg/m3
450
Clay
100
Sand
Peat
15 – 30
psi
30 psi
725 psi
290 psi
Compressive strength
1600 psi
Compressive strength
Strength Parameters by soil type and binder quantity
The columns may be installed in a singular column layout (settlement reduction
due to increased modulus, or to take
medium point loads depending on column
strength), or in a rectangular pattern
(increased stability due to columns acting
as structural elements). They can also be
installed in panels. Panel installation is
common, with small-diameter soil mix
columns used for slope stability, or for
shallow (10 m or 33 ft) cut-off walls with
overlapping columns (for increased shear
strength and stability of slopes), or in
blocks of up to 16 columns for very high
point loads (direct foundation type
application for multi-story buildings).
MDM columns are also used for vibration
reduction. Additives, such as retarders,
accelerators, neutralizers and so on, can be
introduced trough the water injection
system at any or all depths.
For more information on MDM visit
www.lctechnology.us
The Oslo Project was a railroad upgrade to
reduce train vibrations in surrounding
single-family houses. The dwellings are
located very close to the track, from 12 m
(40 ft) to a 90 m (300 ft). On this project the
MDM columns were installed directly underneath the train tracks. The design called for
high strength columns that would transfer
vibrations down to underlying bedrock at
depths ranging from 3 to 17 m (10 to 55 ft).
On either side of the tracks, lower strength
columns were installed for stabilizing purposes. These columns were designed and
installed using a dry mixing system.
The project highlights the versatility of
the MDM system, which can produce both
high and low strength columns without
any modifications or extra equipment
mobilization. On this project, the alternative to MDM for the high strength columns would have been either driven piles
or a wet mix system. Either would have
meant a production delay, added equipment and the associated mobilization time,
plus an overall increase in cost. The main
contractors were Skanska, PEAB and a local
entrepreneur, HAB Construction AS.
The Trondheim Project is part of a motorway tunnel entrance. The future tunnel will
bypass the E6 motorway underneath the
city of Trondheim, to alleviate current
traffic congestion in the city.
The soil conditions at the site are varied,
but generally very soft. The work consists of
stabilizing the upper 10 m (33 ft) of soil, so
it can be excavated. The next 10 m (33 ft),
down to 20 m (66 ft) and a hard layer, are to
be improved to act as the foundation for the
road way and tunnel approach.
In the upper portion, we used very little
binder for low strength, and on the bottom
half we are using a larger volume.
Essentially, we are installing a regular dry
mix column in the upper portion, and then
switching to a MDM column on the bottom.
Due to the differing soil conditions at
the site we are only employing MDM in the
regions where the bottom portion is too dry
(and therefore, hard) for the binder amount
needed. Roughly we will probably end up
using MDM on 35-50% of the project. The
main contractor is NCC of Norway.
MDM in Norway
Our two most recent projects were in
Norway, one in Oslo and one still going on
in Trondheim, farther to the north. The
Oslo project was completed in 2010. The
first of the three sections was started in late
2009, and the last was completed in mid
2010. On the Trondheim site, the MDM
portion is also complete, however the dry
method is still being applied, with
completion expected in the spring.
On both projects the main reason for
using MDM was to save money. It was the
least expensive method that could
construct columns or soil elements per the
design and requirements (strength and
uniformity). Competing or alternate
methods would have been pre cast piles or
a wet method. Both projects were performed by our Scandinavian licensee,
Hercules Grundläggning AB. Other projects are pending in Norway and elsewhere
in Europe. Following is a brief description
of the projects.
SALES
& RENTAL
PTC USA
2000 Kentville Rd
Kewanee, IL 61443
Tel: 309-852-6267
Fax: 888-977-0986
PTC France
56, rue de Neuilly
93130 Noisy-le-Sec
France
Tel: +33-1-4942-7295
Fax: +33-1-4844-0002
contact@ptc.fayat.com
PTC Far East
N° 3 Tuas Avenue 16
638926 Singapore
Tel: +65-6861-6338
Fax: +65-6861-4514
ptcfe@starhub.net.sg
www.ptc.fayat.com
DBM Contractors, Inc.
Donald B. Murphy Contractors, Inc.
Geotechnical Design & Construction
Design/Build
Earth Retention
Foundation Support
Slope Stabilization
Ground Improvement
Dewatering
Serving the
western U.S.A.
Headquarters
Federal Way, WA
800-562-8460
Regional Offices
Northern, CA
831-464-3929
Southern, CA
760-233-5888
1-800-562-8460 • www.dbmcontractors.com
Put infrastructure spending
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P.O. Box 7339 • Canton, OH 44705-0339 / Ph. 330.454.6111 • Fax 330.454.1572
Executive Office: 5002 Second Avenue • Brooklyn, NY 11232
Email: monotube@neo.rr.com / www.monotube.com.
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35322 Bayard Road
Frankford, DE 19945
P.302.539.7187
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P.302.875.0760
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Ground Source Heating and Cooling for London Complex
One New Change, a $250 million
landmark mixed-use development, is the
largest ground sourced heating solution
adopted in the U.K. The project is in
London, near St. Paul’s Cathedral. Planning
requirements called for 10% of the energy
used in the structure to come from
renewable sources. The designers and
engineers selected geothermal energy from
piles and open well as the most appropriate
source to achieve that goal. The structure,
52,000 sq m (560,000 sq ft), includes three
basement levels, each double storey height,
from which the building is serviced. The
building construction involved “topdown” construction that called for
perimeter secant walls and plunge
columns, piles with an I-section steel
column embedded in its top. This steel
column supports the floors as the basement
excavation proceeds by transferring the
load into the pile.
The foundations, containing 23,000m3
(30,000 cu yd) of concrete and 2,500 tonnes
(2,755 tons) of reinforcement, comprised:
• 413 linear m (1,355 ft) of perimeter
hard/firm secant wall, comprising 610
piles of 880 mm (35 in) or 1180 mm
(46.5 in) diameter. The latter diameter
was used adjacent to the London
Underground’s brick-lined Central Line
tunnel. Primary piles were 12 to
16 m (39 to 52 ft) deep and the secondary piles 20 to 39 m (65 to 128 ft) deep.
• 250 bearing piles ranging in diameter
from 900 to 2,400 mm (36 in to 8 ft),
installed to depths of up to 40 m
(130 ft), with maximum loads of 7,000
tonne (2,645 tons). Of that total, 120
Cemloc ® piles contained plunge
columns for the top-down construction,
and 219 were designated as energy
piles®. Piles were installed using a dry
conventional rotary technique and
short temporary casings. The contractor (Cementation Skanska) used
high-torque Bauer BG28 and BG40 rigs
to bore the piles because verticality and
plan position accuracy were key
considerations in rig selection.
Geothermal loops fixed within a reinforcement cage
Energy Piles
The energy piles contain continuous loops
of 32 mm (1.25 in) diameter HDPE pipe
embedded within the 30 m (98 ft) deep
bored piles. Each pile contained between
2 and 8 connected loops extending below
the basement, cut off to within 0.5 m
(20 in) above the toe of the pile.
Installing the loops on the reinforcing
cage required major innovation because
the cages were installed in spliced sections.
Water flow and pressure tests confirmed
the integrity of the loop during
construction. Insulation foam covered by
rigid plastic pipe prevented damage during
the concrete trimming.
With top-down construction, the
intermediate basement floors must be
AUTHORS:
Julian Crawley, Director, and
Peter Smith, Geothermal
Manager, Cementation Skanska,
Rickmansworth, England
Tony Amis, Business
Development Director,
Geothermal International,
Coventry, England
supported. This was done using 120 steel
embedded piles plunged a third of their
length into basement piles. Positioning was
achieved using Cementation Skanska’s
patented Cemloc® frame. The tolerances
were 5 mm (0.2 in) in vertical position and
20 mm (.75 in) in plan at base slab.
Ground Source Solution
The ground source heating and cooling
scheme, designed and installed by Cementation Skanska subcontractor Geothermal
International, combined the foundation
energy piles (closed loop) with two water
wells (open loop). The scheme delivers
1.7MW of heating and 1.8MW of cooling
from 13 130kW water furnace heat pumps.
This process is 400% efficient compared to
the 90% efficiency of a standard gas
condenser boiler and will save 900 tonnes
(1,000 tons) of CO2 emissions annually.
Optimum efficiency within a closedloop energy pile system requires a seasonal
balance between heating and cooling
loads. It was important not to “over
extract” energy as this could impair the
system performance. The operation of the
Summary
deeper open-loop system has no effect on
The project demonstrated that ground
this energy balance. By combining opensource heat schemes can be successfully
and closed-loop systems, the energy piles
delivered for complex city centre urban
can be overworked, meaning that more
developments.
will be extracted from the ground (than
Converting the foundation piles into
permitted by the design) on the basis that
energy piles is relatively simple in theory,
one will rebalance it almost immediately
requiring only adding the loops and
from the open-loop source rather than wait
connections. The foundations become
for the next season. Using open wells
more efficient with a dual use; providing
restores the balance, by deep extraction
ground source energy for the heat pump as
and circulating at night, making use of
well as carrying the structural loads.
cheaper electricity tariffs.
Supplementing the energy piles with deep
If too much heat is extracted from the
open wells gives wider options for proviground, it will eventually cool to a level that
sion and efficiency of the energy supply.
prevents heat extraction. The converse is
The client wanted a ‘one stop’ shop for
true for cold extraction. The balance in
both the piling and geothermal works, and
extraction of seasonal heating and cooling
this project is the first to incorporate
is a very important design consideration.
Top of reinforcement cage with
geothermal works in a piling package. This
The closed-loop element consists of
protruding geothermal loops
arrangement meant the normal early
fluid filled loops within the energy piles,
conclusion of the piling contract had to wait for the heating and
connected to the heat pumps. The fluid circulates continuously
cooling commissioning at the building completion.
through 38 km (24 mi) of pipe work transferring heat to and from
The construction process benefited from an early engagement
the ground, depending on the time of year.
with the client. There were a series of precontract workshops and
In the winter, circulating water will be warmed by 3-5°C
meetings, at which the various teams demonstrated scheme
(5-9°F). This heat gain is ‘magnified’ (based on Boyle’s Law) by the
feasibility and design before moving on to the planning,
heat pump for subsequent use as heating, or hot water, within the
programming and construction. Close interaction between team
building. This is similar technology to that used in a domestic
members was essential to examine project risks and to enable the
refrigerator. The system is reversed in the summer to provide
successful conclusion to the project.
cooling to the building.
Open Loop (Water Wells)
The open-loop component consists of one pair of extraction/reinjection wells installed 140 m (460 ft) deep into the chalk aquifer.
Water is extracted from the fissures in the top 10 m (33 ft) of chalk.
As fissures could be connected, the pair of wells had to be
positioned as far apart as possible to avoid thermal breakthrough,
which might compromise well integrity. The design required
10 litres/sec (2.6 gal/sec) flow from the wells, the minimum flow
required to meet the original 10% geothermal renewable target.
In-situ well testing confirmed the flow rate.
The geothermal headers servicing the energy piles were set up in
14 zones, each with 3 circuits. Each circuit has five sub-circuits that
connect the loops within the energy piles. Pipe length in each subcircuit is the same throughout the entire exchange network. This
ensures equal flow rate through each, which in turn balances the heat
abstraction/rejection to the ground and prevents hot/cold spots.
The plant room design encompassed the source side pipe work,
i.e., open loop and dry air coolers, low temperature hot water, and
chilled water systems. The dry air coolers, low temperature hot
water and chilled water systems terminate at a plate frame heat
exchanger, the point at which the building distribution systems
interface with the geothermal energy system.
Geothermal ring mains connecting
plant room to the 14 collection zones
Your True Project Partner
© 2011 Skyline Steel, LLC. Skyline Steel is a wholly owned subsidiary of ArcelorMittal, the largest and most globally integrated steel company.
A premier steel foundation supplier serving the US, Canada, Mexico, Central America, Caribbean and South American markets, Skyline Steel is
a wholly-owned subsidiary of ArcelorMittal, the world’s largest and most respected steel company. Skyline Steel has over twenty-five sales
offices across two continents and a robust infrastructure comprised of manufacturing, coating, and fabrication facilities; dozens of stocking
locations; an efficiently-coordinated supply chain; and exclusive engineering support. Collectively, these functions support a dynamic sales
team that supplies hundreds of thousands of tons of steel foundation products to the industry every year.
Pipe: Spiralweld and Rolled & Welded
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Construction Equipment. Our success and longevity is
a direct result of the relationships we’ve built by using
high quality equipment and best-in-class service.
Find out how we can build a foundation together.
1.800.PILE.USA -or- www.ecanet.com
EQUIPMENT CORPORATION OF AMERICA
B U I L D I N G F O U N DAT I O N S S I N C E 1 91 8
AUTHORIZED DEALER:
PITTSBURGH
PHIL ADELPHIA
WASHINGTON D.C.
TORONTO
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WWW.MCKINNEYDRILLING.COM
Headquarters: Odenton, MD 410-874-1235
Fax 410-551-1236
District Offices: Pittsburgh, PA 724-468-4139 • Cleveland, OH 440-439-4900 • Philadelphia, PA 215-393-6700
Washington, DC 703-550-9210 • Charleston, WV 304-755-0143 • Memphis, TN 901-363-9421 • Winston-Salem, NC 336-992-2300
Louisville, KY 502-955-8474 • Austin, TX 512-312-1525 • Ft. Worth, TX 817-443-1465 • Atlanta, GA 770-948-9521
DFI People and Companies
Roy Michael Armstrong died on December
31 at his home in Champaign, Ill. Armstrong was an active consulting engineer at
the time of his unexpected death, and
worked to develop many geotechnical
engineering documents for DFI committees, ASTM and the American Concrete
Institute. Armstrong received his B.S. in
civil engineering from the Rolla School of
Mines. After serving in the U.S. Army, he
received his M.S. from the University of
Illinois, where he pursued his doctorate and
taught classes. With others, he formed a
consulting firm that specialized in
foundation and structural engineering, and
he worked all over the country and abroad.
CETCO®, a subsidiary of
AMCOL® International
Corporation, announced
the addition of Dennis G.
Grubb, Ph.D., P.E., to the
newly created dual directorship of Environmental Technology
and Sustainable Geotechnics. In this role,
he will expand CETCO’s capabilities to
assist clients with leveraging opportunities
related to the beneficial reuse of industrial
byproduct and recycled materials. Archie
Filshill, Ph.D., president of CETCO Contracting Services Company, says that Grubb
championed the concept of beneficial reuse
years before most people had heard of it,
and is one of the most knowledgeable and
experienced experts in this emerging arena.
Geocomp Corporation relocated its
headquarters to 125 Nagog Park in Acton,
Mass. The firm also has locations in New
York City, Atlanta, San Francisco and Peru.
Geocomp has developed technologically
advanced products and solutions available
for risk management related to large civil
construction and infrastructure projects.
Some of its projects include: Boston’s Big
Dig; New York’s Eastside Access project;
the World Trade Center and 2nd Ave
subway; the Metro subway in Athens,
Greece; the Woodrow Wilson Bridge in
Washington, D.C.; and the Tonen Refinery
in Kawasaki, Japan.
Chris Burke joined the
Claims Group of Jacobs
Associates in October
working out of the Boston
office. He has more than
10 years of experience as a
claims consultant providing services to
owners, contractors, architects/engineers
and their counsel. He earned his B.S. with a
concentration in Geotechnical and Structural Engineering from Worcester Polytechnic Institute and his M.S. in Civil/Structural
Engineering from the Massachusetts
Institute of Technology.
Geoffrey Hughes also
joined Jacobs Associates,
Boston, in January with
20 years of experience in
planning, design, and
installing water and wastewater projects.
He was the principal tunnel engineer for the
program management team on the
Narragansett Bay Commission Combined
Sewer Overflow Abatement Program in
Providence, R.I. Hughes earned his B.S. in
Minerals Estate Management from Sheffield
Hallam University in Sheffield, U.K.
Moretrench announced
the appointment of Drew
Floyd, P.E., to vice president. Floyd earned a M.S.
in Civil Engineering at
Michigan State University,
and has over 24 years of specialty geotechnical construction experience. He joined
Moretrench in 2004 as regional manager for
the New England area. He has oversight
responsibility for work performed through
the company’s Pittsburgh, Pa., office. Floyd
will continue in both capacities while
assuming corporate duties as vice president.
Nicholson Construction Company has
acquired Advanced Foundation Systems,
Inc., of Denver Colo., a geotechnical contractor that has done earth retention, piling
and ground improvement projects.
Acquiring a sister company from within the
Soletanche Freyssinet Group continues the
Group’s geographical expansion. Pat West is
president of Advanced Foundation Systems,
which now operates as Nicholson’s new
Denver office. Nicholson’s Western District
also includes offices in Salt Lake City, Utah
and Austin, Texas.
ASFE/The Geoprofessional Business
Association has published new editions of
its comprehensive Design Professional
Limitation of Liability Case Index and Bibliography of Economic Loss Doctrine Cases
available absolutely free to everyone.
Prepared for ASFE’s Legal Affairs
Committee by Terence J. “Terry” Scanlan,
Esq. of Skellenger Bender, P.S., a Seattle law
firm, both documents are online at asfe.org.
ASFE introduced the limitation of liability
concept to the design and environmental
professions in 1970. The economic loss
doctrine (ELD) is an important protection
for design professionals, who need to know
in which states it is applied, and to what
extent. The doctrine bars use of tort claims
to recover purely economic losses, such as
those stemming from property damage or
construction delays. In states that uphold
the doctrine in full, purely economic damages may be recovered from design professionals only via breach of contract suits,
limiting claimants to design professionals’
clients, as opposed to third parties.
Steve Whisenhunt (photo)
is the new vice president,
sales, Western States, and
Matt Listro has joined as
vice president, sales,
Northeastern States, for
Liebherr Nenzing Crane Co., the Liebherr
subsidiary responsible for sales and service
of crawler cranes, piling rigs and special
foundation machines manufactured in
Austria. Whisenhunt has been in the crane
business for 24 years, starting as a mechanic. For the past nine years he was with
Liebherr Nenzing’s west coast distributor,
Coastline Equipment, as manager of the
crane division. Listro has been in the equipment business for 18 years and spent the
past 14 years selling cranes. A graduate of
the University of Rhode Island, he worked
for Shawmut Equipment Company and
more recently with MPL Equipment.
Jerry DiMaggio was the recipient of ASCE’s
Martin S. Kapp Foundation Engineering
Award in March at the Geo-Institute’s
GeoFrontiers Conference in Dallas. The
Kapp Award recognizes the best example of
innovative or outstanding design or
construction of foundations, earthworks,
retaining structures or underground
construction. DiMaggio is currently the
SHRP 2 implementation manager for The
National Academies, Washington, D.C.
Prior to this position, he was the principal
bridge engineer and National Geotechnical
program manager for the FHWA. The Kapp
Award was established in 1973 in memory
of the outstanding professional accomplishments of Martin S. Kapp, F.ASCE.
David R. Good, P.E., and Walter E. Kaeck,
P.E., were promoted to associate partners of
Mueser Rutledge Consulting Engineers,
New York, N.Y. Good joined the firm in
1980, and has managed subsurface investigation and design programs for land and
waterfront structures. Kaeck joined in
1987, and specializes in analysis and
evaluation of dewatering and alternative
groundwater control methods for complex
building projects and tunnels and buildings.
Aker Wirth was named, for the second time,
as one of the best German small to mediumsized enterprise employers. Personnel management at the Erkelenz enterprise was
singled out by Dr. Wolfgang Clement, the
former German economics minister, who
presented the company with the prestigious
Top Job seal of quality at a ceremony in
Duisburg, Germany.
From Left: Liane Knops (HR Aker Wirth),
Christoph Kleuters (CEO Aker Wirth),
Wolfgang Clement (former German
economics minister), Helmut Pospiech
(Vice President HR Aker Wirth)
Dr. Jesús Gómez, P.E., was
inducted into the Academy
of Geo-Professionals as
Eminent Diplomate Geotechnical Engineer. Gómez,
a principal with Schnabel
Engineering and the firm’s chief engineer of
the Geostructural Group, was also elected
to the Board of ADSC in March. He has
more than 26 years of design and
construction experience in geotechnical
projects. He has extensive experience in
design and construction of foundations,
excavations, slope stabilization and soil
improvement. Prior to joining Schnabel in
2000, Gómez was chief engineer for the
Venezuelan branch of the international
foundation construction firm Franki Pile
Foundations. At graduate school at Virginia
Tech, he developed a new numerical model
for soil-structure interfaces. The U.S. Army
Corps of Engineers sponsored that research.
He has authored or co-authored over 70 publications, and was the researcher for the
FHWA/ADSC Hollow Bar Soil Nail (HBSN)
Test Program field research effort and report.
Bauer-Pileco announced that Michael
Baxter became director of sales for Bauer
East. He has over 20 years of experience in
the construction equipment business. He is
a graduate of Mount Allison University in
Sackville, New Brunswick, Canada, where
he received his bachelor of commerce
degree. Civil engineer Jean Wehbe also
joined the sales department. His prior
experience includes working as a geotechnical project engineer for three years while
pursuing a M.S. in civil engineering with
emphasis on structures and foundations.
He was recruited by Bauer Maschinen
GmbH and received ten months of training
at the company’s headquarters in
Schrobenhausen, Germany before starting
at Bauer-Pileco in January 2011. Both men
are now based in the firm’s North American
headquarters in Houston, Texas.
Atlas Copco announced several staff
appointments. Todd Courtney was been
named sales manager for Mining at the
Tucson store and is responsible for sales in
the Tucson territory as well as being an
account manager. He has a B.A. from
Colorado School of Mines. Don Cash is
now sales manager of the firm’s regional
store in Denver. He has been working for
Atlas Copco Construction Mining
Technique USA for 10 years, and is now
responsible for Rock Drilling Technology
and Geotechnical Drilling and Exploration
sales in Colorado, Utah and Wyoming.
Carrie Searle was made parts manager for
the Tucson location and is responsible for
the management of the store’s parts and
warehouse. Mark Shupe was appointed
product support sales representative for
Atlas Copco’s company store in Elko, Nev.
Darrell Wilder, P.E., was
named senior associate of
Schnabel Engineering . He
has more than 12 years of
design and construction
experience in geotechnical projects and has performed complete
design, supervision and monitoring of geotechnical solutions for a wide range of
projects. Wilder has extensive experience in
design and field supervision of complex
geotechnical instrumentation programs,
including stability analysis and design for
embankments, dams and rock slopes. He is
the project manager and lead designer for
the Jefferson Memorial Seawall and Plaza
Replacement, Washington D.C.
Professor Pedro A. de Alba died in
February, at age 72. Born in Chihuahua,
Mexico, he obtained his B.S.C.E. from the
National University of Mexico, then
worked with Dr. Leonardo Zeevaert in
Mexico City. He later obtained his M.S and
Ph.D. at the University of California,
Berkeley, under Dr. H. Bolton Seed,
working on liquefaction of sands during
earthquakes. de Alba then worked for
Shannon & Wilson in Burlingame, Calif.
before joining the University of New
Hampshire in 1977. In his 33 years at UNH
he taught over 10 different courses in
geotechnical engineering. Although
afflicted by ALS, de Alba remained active in
graduate education. A scholarship has been
set up in his name and donations should be
addressed to: The Pedro A. de Alba
Scholarship, University of New Hampshire, Department of Civil Engineering,
Kingsbury Hall, 33 Academic Way,
Durham, New Hampshire 03824.
PERFORMANCE RELIABILITY VALUES
Casagrande USA, Inc.
973-579-1906 1-866-939-CUSA
22 Van Sickle Rd. - Lafayette - NJ 07848
casagrande-usa.com
Main: 1623 Mission Drive - Suite 6 - Solvang - CA 93463
Service Center: 1046 Carrier Pkwy - Bakersfield - CA 93308
Toll Free 800-656-6766 hennessyinternational.com
Head Quarts Rural Hall - NC
877-207-6062 Branch office Miami - FL
305-929-8572 IDEDrills.com
888-45-DRILL - Tahlequah - Oklahoma
888-55-DRILL - Georgetown - Texas
venturedrillingsupply.com
ADV.2011.02def(7,5x10) 1-02-2011 15:57 Pagina 4
C
M
Y
CM
MY
CY CMY
K
World Trade Center - New York
dam rehabilitation - slurry walls - cutoff walls - secant piles - caissons
jet grouting - soil mixing - soil improvement - auger cast piles
Geotechnical & Foundation Contractor
Phone 617.241.4800
www.treviicos.com
main brands
EDITORIAL
A Personal Journey Underground
(With apologies to Dante’s Inferno)
Since graduating from college in 1964, I
have worked in the field of foundations and
underground construction, beginning with
ICOS, an Italian specialty contractor. I’d
like to share my observations of our
discipline over the years.
Let us begin with project delivery. First
the client has desires, needs and
expectations. Next, funding is sought, and
design begins, followed by procurement.
Ultimately construction will take place (if
financing has remained in place!) The last
step too often is litigation, which,
unfortunately, occurs in the U.S. much
more frequently than elsewhere. Whether
for good or bad, litigation certainly effects
risk analysis and ultimately, pricing.
when the Corps first used the Two-Step
procurement previously utilized only in
military contracts. This approach allowed
ICOS to propose its own solution to build
the work to required minimal
specifications. Many owners today use this
or similar types of procurement to award
projects on a “Best Value” basis.
Another forward looking organization
was the New York Port Authority, which in
the early 1960s took the risk of giving ICOS
countries generally expect more. On the
other hand, there is a greater recognition
that apportioning risk among the various
parties (where it belongs) results in more
successful and less contentious projects.
Hence the widespread use of Changed
Conditions clauses, and the increasing
popularity of Geotechnical Baseline
Reports that limit contractor liability, but
put the designer on the line for realistic
assessment of ground conditions.
The Client
Clients needs have not changed. They want
a good product, in time and at a reasonable
cost. What has changed markedly is the
likelihood of completing ever more difficult
projects. Great advances in design and
construction render possible what a while
ago was only a dream. Buildings get taller,
foundations deeper and construction less
costly. Enlightened owners have also
contributed to improvements in our field. I
single out the U.S. Army Corps of Engineers
for two decisions that changed the industry.
The first was the solicitation by the
Memphis District in 1976 for a deep cut-off
built using the soil-bentonite technique for
the Huxtable pumping plant in Arkansas.
The unknown (to me) designer who
specified this technique took a great risk.
The method had never before been used at
that depth. ICOS successfully completed
the contract, and soon afterward, the
Mississippi flooded the site, but the
excavation remained dry. Slurry trenches
are now a standard way to create
impervious barriers at a very reasonable
cost that has hardly changed since.
The second case is the contract for a
deep cut-off at the Wolf Creek Dam,
awarded by the Nashville District in 1974,
Wolf Creek 1974: temporary construction platform during cut-off installation
the contract for the slurry wall construction
at the World Trade Center. At the time the
technique had been used only once in the
U.S., for a small pumping station. The
successful completion of that contract
initiated a new way to build underground
structures in difficult ground conditions
and in the presence of a high water table.
Private clients tend to drive harder
bargains, but all clients in more advanced
AUTHOR:
Arturo Ressi di Cervia
Special Projects Executive
Kiewit Construction
Funding
There is a great difference between
financing public and private work. There is
no ironclad guarantee that a project will be
funded until completion. Public agencies
generally pay contractors for work
performed, sometimes with a share of
anticipated profit, if they are forced to
cancel the project. Private owners have
been known to go bankrupt, renege on
agreements and generally expose
contractors to greater risks of not being
paid. Such risks can be mitigated, in more
advanced societies, by insurance and
bonding instruments and by resorting to
the courts.
North tower WTC excavation protected by the perimeter slurry wall
A bit of good news: foundation work is
done at the start of a project, so it is rare that
funding will run out or market conditions
drastically change before this phase is
completed. I can think of only two
(unnamed) projects where foundations
were put in place, the contractor was paid
and subsequent work never built.
Design
Changes in design are due to a better
understanding of soil mechanics and the
widespread use of computing programs. In
the last half century, the seminal work by
Terzaghi and Casagrande has been
continued and refined by Peck, Mitchell
and Duncan, to name a few others, to better
quantify soil properties and behavior. The
“Observational Method” first proposed by
Terzaghi and definitively expressed by Peck
in 1969 has allowed practitioners to
continuously verify design assumptions
with observed reactions, while Finite
Elements Analysis, applied by Clough in
the late 1960s, enabled designers to model
complex soil-structure interactions.
Contractors have also developed novel
construction methods and tools. One
approach that reduces construction time is
the “Top Down” method in which the contractor installs both the perimeter wall and
the interior foundation elements from
grade, then erects the superstructure while
the basement is being excavated, supporting the perimeter wall with the floor
system. First used in Europe in the 1970s,
the method gained widespread use in the
Far East and in North America. Another
great advance has been Osterberg’s cell, an
elegant way to test piles and gather real data
on skin friction and bearing capacity. These,
and other geotechnical measuring devices
of increased reliability and accuracy (slope
indicators, pressure cells, etc.), help verify
design assumptions.
Greater computer capacity has led to
optimization. Designers can change parameters and run multiple calculations in
almost no time to find the best answer to
complex problems. Telemetry and internet
connection of instrumentation to remote
locations also allow monitoring in real time
during construction, resulting in faster
response time and greater safety.
The growing use of design-build arrangements in North America has changed the
traditional role of the designer from being
employed by the owner to becoming part of
the contractor team. Together they can
resolve constructability issues and bring
their knowledge of the most advanced
equipment and techniques to the table.
Procurement
Here the changes are also substantial,
especially in North America, where
competitive bidding is giving way to more
enlightened procurement practices, such
as pre-qualification, two-steps or best value
awards. In Australia and New Zealand, the
“Alliance” form of procurement has proven
very successful, and in the U.S, the Army
Corps of Engineers uses a similar process
called Early Contractor Involvement. The
benefit resides in the early alignment of all
parties in pursuit of a common goal, which
typically results in projects delivered on
time, within budget and with no litigation.
North American practice is moving closer
to that of Europe, where negotiated
contracts and varying formulas to qualify
bidders are used.
The widespread use of computers and
the Internet have changed the estimating
and bidding process; gone are the banks of
telephones in the “Bid Room,” the travel for
meetings between joint venture partners,
the endless calculations required to modify
bids when assumptions changed, the
congestion at the fax machine as suppliers
and subcontractors posted and revised
their prices. How did we get it done 50
years ago? All this communication and
computing capacity has resulted in more
accurate bids, more efficient use of time
and, consequently, a reduction in costs.
Equipment manufacturers also have
made enormous strides, converting to
hydraulic source of power for their rigs,
introducing automation, real-time monitoring systems, using GPS technology and
devising new types of equipment to do the
work faster and at less cost. The leading
innovative foundation equipment manufacturers are mostly in Europe: Bauer,
Casagrande, Soilmec, Leffer and Aker
Wirth being the principal ones, with many
others in Japan, the U.S. and Korea. New
equipment has resulted in new technologies and pushed the envelope, as
exemplified by the hydromill equipment
introduced by Soletanche in Europe and
the jet grouting system by Kajima in Japan.
Soil-structure interaction is a new way
to look at the soil not as a given, but as a
construction material. The soil can be
reinforced, modified both by permeation
and by mixing it (in-situ or not). In this area
Europe and Japan have been at the
forefront. Reinforced earth, soil mixing and
soil nailing are examples.
Even construction materials have
evolved: micro-fine cement, better and
more versatile grouting products and
polymer fluids for excavation support are
but three examples of materials hardly
available half a century ago.
These new technologies have been
practiced by many international foundation
companies, mostly European, which have
spawned companies all over the world.
Some have become internationally
prominent, especially in Japan. While
Rodio and ICOS companies are no longer
around, their pioneering techniques are
now practiced by Soletanche, Bauer, Trevi
and Cementation Skanska all around the globe.
Conclusion
New paradigms are emerging: new
technologies allow designers to propose
more ambitious solutions and owners can
build economically what previously was
impossible. In this continuous leapfrogging
of design, technology and demands,
construction records continue to be
broken, and the state of the arts is advanced
while costs remain contained.
What have we lost in the process?
Relying on computerized calculation, both
in design and bidding phases, increases the
risk of mistakes if wrong data are input. A
rough, back of the envelope reality check
should be performed. In the field, total
reliance on automation can produce
disasters if there is not an experienced field
hand to take control.
In summary, computers and sophisticated equipment greatly reduce calculation
Construction and excavation sequence of Top-Down method
time and physical exertions, but are not a
substitute for imagination, know-how and
experience. Whoever wants a career in
foundations, in design or construction,
must spend time in the field to get firsthand
knowledge of what this exciting, rewarding
and important industry is all about. To know
the ground, how it behaves, what you can
and can’t do, how to react intelligently to
surprises during the course of a project, can
be learned only in the trenches and by listening to equipment operators, specialized
crafts and the field superintendents.
Author note: I thought that my experience might motivate a
young engineer to enter the field of geotechnical construction. If only one person did, I would feel I had returned
something to an industry that has given so much to me.
Q&A COLUMN
Drilled Shaft Static Load Test and CSL Tests
Dynamically Loaded Drilled Piers
Q
Q
Prabhu Casuba of The Louis Berger Group, Inc., raised
this question of the Testing and Evaluation Committee:
A project located in N.J. involves supporting an electronic gantry
system (Portal Type) with a group of two 762 mm (30 in) diameter
drilled shafts on each side of the portal column. That is, supported
on a total of four shafts (two on each side). There are 13 such units
with a total of 52 drilled shafts. One unit, in addition to two end
supports, is supported on two 914 mm (36 inch) diameter drilled
shafts at the center. As part of a cost estimate and specifications, I
need your expertise on the following:
1) Considering that there are only two shafts per foundation
unit, should we perform CSL tests on all shafts or on selected
locations? What is the approximate cost for such tests?
2) We propose to perform static load tests on selected production shafts, one on a 914 mm (36 in) shaft where the test load
will be in the order of 64 tonnes (70 tons) and on a few selected
762 mm (30 in) diameter shafts with the test load in the order of
45 tonnes (50 tons). On a project of this size, how many tests on
762 mm (30 in) production shafts are reasonable? What is the
approximate cost for each test? Each portal section is on average
2 miles apart. The soils are generally cohesionless material (sand)
with medium to dense compactness.
3) Can you advise us on the normal procedure for corrective
action on shafts that fail during static load test.
A
Kevin Drouet of URS Corporation asked this question
of the Drilled Shaft Committee:
I’m involved in a project where a large (454 tonnes or 1000 kips)
piece of rotating machinery needs to be supported. The vendor
provided the dynamic loads with directions and also the loading
frequency to avoid. I would like to know what recent design
research, if any, has been done concerning dynamically loaded
foundations that are pier supported. The soil report lists some near
surface soil that is fairly weak, and I would like to look into a deep
foundation approach. Most related research is based on soil
supported foundation blocks and not a pier approach. Any ideas of
where some meaningful design methods for this type of situation
would be appreciated (DFI, ACI, ASCE, etc). There doesn’t seem to
be much out there.
Joram Amir of Piletest.com Inc.:
There are a number of finite element programs (2D and 3D)
that can analyze quite realistically any combination of deep
foundations, actual soil profile and expected dynamic load. The result
can provide insight regarding the safety factor and predict the
resulting displacements.
A
Les Chernauskas of Geosciences
Testing & Research Inc.:
We have been involved on projects in N.J. on the Garden State
Parkway and the N.J. Turnpike. Various types of sign structures are
being supported on shafts of similar size. Every shaft is CSL tested
on those projects. Costs range between approximately $500 to
$2,000 per test depending on how many shafts are tested per trip.
There have been no compression static load tests on these shafts as
they are controlled primarily by lateral loads. If you are considering
your gantry system to be a structure rather than a sign, then the
number of load tests required in accordance with 2010 AASHTO
10.5.5.2.3 and 10.5.5.2.4 is based on site variability.
Bernie Hertlein of AECOM USA Inc.:
A common practice is to specify CSL testing for any shafts
that are drilled and placed under water or slurry, and just rely on an
experienced inspector for shafts placed “in the dry” with temporary
casing. We have also seen several specifications that required the
installation of CSL access tubes in all shafts, but only require testing
on those shafts where the inspector observed an unusual
occurrence or suspects a problem. Regarding cost, I agree with Les
that it depends on several factors, including the number of shafts
available for testing, and the ease or difficulty of access.
A
Q&As are selected from the DFI Committee website forum pages. Answers
do not necessarily represent the position of the entire committee or the DFI.
The 28th Annual
International
Bridge
Conference
®
Mark your 2011 calendar, and save the date!
Plan now to attend the 28th Annual International Bridge Conference®
Here’s what we’re planning for you:
More than 20 Technical Sessions, including:
• Design-Build
• Construction
• Rehabilitation
• Bridge Monitoring
Training Workshops on topics such as:
• Best Practices
• Design and Installation of Drilled Shafts
• Dynamic Testing of Bridge Foundations
• Earth Retention
• Domestic Tunnel Scan
• Work Zone Safety
More than 200 Exhibit Booths
Local Bridge Tours
Keynote Deliveries from Industry Leading Professionals
IBC 2011: June 5-8, 2011
David L. Lawrence Convention Center
Pittsburgh, PA USA
Sponsored by the Engineers’ Society of Western Pennsylvania and
the American Road and Transportation Builders Association
Learn more at
www.internationalbridgeconference.org
CALENDAR
AD INDEX
Advanced Geosolutions Inc. (AGI). . . . . . . . 88
American Piledriving Equipment . . . . . . . . 60
Anderson Drilling. . . . . . . . . . . . . . . . . . . . . 34
Atlas Copco. . . . . . . . . . . . . . . . . . . . . . . . . . 36
Atlas Tube. . . . . . . . . . . . . . . . . . . . . . . . . . . 87
BAUER-Pileco . . . . . . . . . . . . . . . . . . . . . . . . 56
Bay Shore Systems, Inc. . . . . . . . . . . . . . . . . 32
Bermingham Foundation Solutions . . . . . . 49
Brasfond . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
Casagrande S.p.A. . . . . . . . . . . . . . . . . . . . . 85
Center Rock Inc. . . . . . . . . . . . . . . . . . . . . . . 68
CETCO . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23
Consolidated Pipe and Supply. . . . . . . . . . . 50
Con-Tech Systems . . . . . . . . . . . . . . . . . . . . . 16
DAHIL Corporation . . . . . . . . . . . . . . . . . . . 92
DBM Contractors, Inc. . . . . . . . . . . . . . . . . . 28
Drill Academy . . . . . . . . . . . . . . . . . . . . . . . . 94
Dywidag Systems International (DSI) . . . . . 64
ECS Mid-Atlantic, LLC. . . . . . . . . . . . . . . . . . 66
EE Cruz & Company, Inc. . . . . . . . . . . . . . . . 72
Equipment Corporation of America . . . . . . 79
Foundation Technologies, Inc. . . . . . . . . . . 37
Fugro Consultants, Inc. . . . . . . . . . . . . . . . . 48
GEI Consultants . . . . . . . . . . . . . . . . . . . . . . 12
Geokon, Inc. . . . . . . . . . . . . . . . . . . . . . . . . . 94
Goettle, Inc. . . . . . . . . . . . . . . . . . . . . . . . . . 48
GRL Engineers, Inc . . . . . . . . . . . . . . . . . . . . 45
Hammer & Steel, Inc . . . . . . . . . . . . . . . . . . 99
Hardman Construction, Inc.. . . . . . . . . . . . . 81
Hayward Baker Inc. . . . . . . . . . . . . . . . . . . . 35
Hennessy International, Inc. . . . . . . . . . . 67,91
HongXiang Technologies. . . . . . . . . . . . . . . 75
International Construction
Equipment, Inc. (ICE). . . . . . . . . . . . . . . . . 17
JD Fields & Company, Inc. . . . . . . . . . . . . 40,41
Kelly Tractor . . . . . . . . . . . . . . . . . . . . . . . . . 18
Langan Engineering &
Environmental Services. . . . . . . . . . . . . . . 93
LB Foster . . . . . . . . . . . . . . . . . . . . . . . . . . . . 82
Ledcor Group of Companies . . . . . . . . . . . . 45
Liebherr-Werk Nenzing GmbH . . . . . . . . . . 24
Loadtest . . . . . . . . . . . . . . . . . . . . . . . . . . . . 57
Maclean Dixie . . . . . . . . . . . . . . . . . . . . . 65,66
Magnus Pacific Corporation . . . . . . . . . . . . . 2
MAIT, SpA . . . . . . . . . . . . . . . . . . . . . . . . . . . 29
McKinney Drilling Compant . . . . . . . . . . . . 80
Monotube Pile Corporation . . . . . . . . . . . . 73
Morris-Shea Bridge Company, Inc. . . . . . . . 16
Mueser Rutledge Consulting Engineers . . . 65
Municon Consultants . . . . . . . . . . . . . . . . . . 66
Nicholson Construction Company. . . . . . . . 58
Nucor-Yamato . . . . . . . . . . . . . . . . . . . . . 30,31
PDSCo, Inc (Polymer Drilling Systems) . . . . 57
PTC-USA . . . . . . . . . . . . . . . . . . . . . . . . . . . . 71
RW Conklin Steel Supply, Inc. . . . . . . . . . . . 13
RST Instruments, Ltd. . . . . . . . . . . . . . . . . . . 19
SAS Stressteel, Inc. . . . . . . . . . . . . . . . . . . . . 62
Shaft Drillers International Company . . . . . 37
Skyline Steel . . . . . . . . . . . . . . . . . . . . . . . . . 78
Star Iron Works, Inc.. . . . . . . . . . . . . . . . . . . 12
Steven M. Hain Co., Inc.. . . . . . . . . . . . . . . . 22
Subsurface Constructors, Inc. . . . . . . . . . . . 46
Sun Piledriving Equipment . . . . . . . . . . . . . 74
Soilmec North America . . . . . . . . . . . . . . . . 26
Tectonic Engineering &
Surveying Consultants, P.C.. . . . . . . . . . . . 45
Treviicos Corporation . . . . . . . . . . . . . . . . . . 86
Underpinning & Foundation Skanska. . . . . . 6
VMS-Profound . . . . . . . . . . . . . . . . . . . . . . . 94
Watson Drill Rigs . . . . . . . . . . . . . . . . . . . . . . 4
Williams Form Engineering Corp. . . . . . . . . 20
DFI Events
May 2011
3-4
DFI-ADSC Micropile Design and Construction Seminar
Peabody Hotel, Little Rock, AR
6
DFI-CSCE Workshop: Reinforced Soil Wall and Slopes
University of New Haven, New Haven, CT
12-13
Super Pile 2011
Marriott Charleston, Charleston, SC
26
BRE-DFI Seminar on Sustainability in Foundations
Garston, UK
June 2011
9-10
Marine Foundations Seminar
Marriott San Francisco Union Square, San Francisco, CA
July 2011
11
DFI Edcuational Trust Golf Outing
Chartiers Country Club, Pittsburgh, PA
August 2011
10
Use of Structural Slurry Wall for Permanent Structures
Toronto, Canada
11
Making LRFD Work: The Importance of Quality
Management in Drilled Shaft Design and Construction
Toronto, Canada
September 2011
12-14
Achieving Excellence in India Geotechnical Field
Hyderabad, India
October 2011
18
Short Courses: Deep Foundations for Landslides and Slope
Stabilization & Importance of Testing and Inspection for
Deep Foundations
Seaport Boston Hotel and World Trade Center, Boston, MA
18-21
36th Annual Conference on Deep Foundations
Seaport Boston Hotel and World Trade Center, Boston, MA
24
DFI Educational Trust & ACE Mentor Program Golf Outing
Castlewood Country Club, Pleasanton, CA
February 2012
15-18
4th International Conference on Grouting and Deep Mixing
Marriott, New Orleans, LA
Go to www.dfi.org/conferences.asp for up-to-date information on DFI Events.
Industry Events
A complete list of industry events can be found at www.dfi.org/events.asp
DFI
ITUTE
ST
EP FO
U
DE
TIONS
DA
I
N
N
Deep Foundations
Institute
326 Lafayette Avenue
Hawthorne, NJ
07506 USA
973-423-4030
Fax 973-423-4031
Staging Area for the
American River Common
Features Project
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Spring - Deep Foundations Institute

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