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Toronto Tower Foundation
Stabilizing a Landslide
Contaminated Soils
High Capacity Rock Anchors for Bluestone Dam Safety Program
DEEP FOUNDATIONSTHE MAGAZINE OF THE DEEP FOUNDATIONS INSTITUTE MAR/APR 2014
DFIIOT NA SD INN
SU TO IF T
UPE T
E E
D
DEEP FOUNDATIONS • MAR/APR 2014 • 3
49 Member Profile: Marine Lasne, Soletanche Freyssinet — Sustainability Crusader
55 Soil Mixing in Contaminated SoilsKen Andromalos, P.E., and Daniel Ruffing, EIT
A thorough overview of the history
of working with contaminated sites
in the U.S. Soil mixing originated in
the late 1990s, with the first non-
structural containment wall to
isolate PCBs. Government
sponsored sites followed, and
equipment was developed over the
years to deal with varying
contaminants. Cost-efficiency
improved as well. In-situ
stabilization and in-situ treatment
are defined as well as other kinds of
treatment commonly used today.
12 Jeff Hopple, P.E.
The U.S. Army Corps began its safety assurance program in 2001 at the Bluestone Dam
in West Virginia. The multiple-phase construction project is intended to upgrade the
capacity and the stability of the dam to meet the probable maximum flood. The Corps
chose Brayman Construction to perform Phase 2B, which involved installing 216 high
capacity rock anchors, 57 of which were meant to resist overturning. The other 159
rock anchors were installed on the dam face at an angle to resist sliding. Phase 2B also
included a steel platform to gain access to the spillway anchors.
Bluestone Dam Safety Assurance Program: An OPA Runner Up
DFIIOT NA SD INN
SU TO IF T
UPE T
E E
D
DEEP FOUNDATIONSThe Magazine of the Deep Foundations Institute (DFI) is published bimonthly by DFI.
326 Lafayette Avenue, Hawthorne, NJ, 07506, USAT: 973.423.4030 | F: 973.423.4031Email: [email protected]
Executive DirectorTheresa [email protected]
Executive EditorsVirginia [email protected] [email protected]
Managing Editor EmeritusManuel A. Fine, [email protected]
Advertising ManagerKarol Paltsios, [email protected]
DFI Executive CommitteePresident, Robert B. Bittner
Vice President, John R. Wolosick
Secretary, Matthew Janes
Treasurer, Dan Brown
Past President, James A. Morrison
Other TrusteesPatrick Bermingham
David Borger
Gianfranco Di Cicco
Khaldoun Fahoum
Rudolph P. Frizzi
Frank Haehnig
Bernard H. Hertlein
Gerry Houlahan
James O. Johnson
Douglas Keller
Samuel J. Kosa
K.S. Rama Krishna
Marine Lasne
J. Erik Loehr
Raymond J. Poletto
Michael H. Wysockey
CONTENTS FEATURES
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ENT
AMERIC
AN P
ILEDRIVING EQUIPMENT
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AD40V4.0DFI.pdf 1 9/30/2013 10:22:06 AM
CONTENTS FEATURES
DEEP FOUNDATIONS • MAR/APR 2014 • 5
Departments
Are Your Young Engineers Fired Up and Enthusiastic? . . . . . . . . . . . . . . . . . . . . . 7
It’s All About Communication . . . . . . . . 9
A report on the recent Winter Planning Meeting; news on upcoming DFI activities including the DFI-EFFC International Conference on Deep Foundations in Sweden, SuperPile ’14 in Cambridge, Mass., International Workshop on Micropiles in Krakow and the 39th Annual Conference in Atlanta; an update on the DFI Journal and more.. . . . . . . . 21
DFI Middle East. . . . . . . . . . . . . . . . . . 41
. . . . 45
Updates on the activities of several DFI Technical Committees . . . . . . . . . . . . . 71
News about people, companies and products . . . . . . . . . . . . . . . . . . . . . . . 92
. . . . . . . . . . . . . . . . . . . 102
. . . . . . . . . . . . . . . . . . . . 102
PRESIDENT’S MESSAGE
EXECUTIVE DIRECTOR UPDATE
DFI ACTIVITIES
REGIONAL REPORT
EDUCATIONAL TRUST REPORT
TECHNICAL ACTIVITIES UPDATE
DFI PEOPLE AND COMPANIES
CALENDAR
AD INDEX
FINDING COMMON GROUND
DFI is an international association of
contractors, engineers, suppliers,
academics and owners in the deep
foundations industry. We find common
ground through networking, education,
communication and collaboration. Our
multi-disciplinary membership creates a
consensus voice and a common vision for
continual improvement in the planning,
design and construction of deep
foundations and excavations.
Become a Member of DFI at www.dfi.org
77 Deep Excavation Support at Toronto’s Shangri-LaBrain Isherwood, MICE, FCSCE, P.Eng.; Tara Brown, P.Geo.; and Jenny Earle, EIT
The Shangri-La hotel and tower was built
at a challenging Toronto site, surrounded
by other city buildings, and over an
active subway, highly sensitive to move-
ment during construction. The risks to
the subway were major, and Isherwood
Associates had to find the best shoring
solution. After evaluating the situation,
they recommended that the owner give
up part of the eight-level basement so
the engineers could provide a more uni-
form movement pattern along one wall.
85 Seepage Control, Cutoff Walls Manual: A Progress Report David B. Paul
The U.S. Army Corps of
Engineers is working on a
manual about seepage control
and cutoff walls, with input
from DFI. This preview of the
contents includes a summary of
the Corps’ history with cutoff
walls and the engineering
thinking involved in their
design.
63 Landslide with Steel H-PilesKessi E. Zicko, P.E., Paul J. Lewis, P.E., and
Robert E. Johnson
A landslide along a Pennsylvania state
highway caused concern, and PennDOT
retained Gannett Fleming to evaluate
methods to stabilize the slope. They chose
driven steel H-piles based on construction
costs and site impacts. The final design
minimized land disturbance by using an
existing, inactive roadbed along the toe of
the embankment for the pile footprint. This
design avoided wetlands, habitat for the
timber rattle snake, and an area of
archaeological interest.
Stabilizing the Mill Creek
®
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DEEP FOUNDATIONS • MAR/APR 2014 • 7
This experience conveyed the
message that my creative ideas
were valued and respected
on the same level as my
senior associates, and added
confidence in my work and a
sense of satisfaction. From
that point, there was no look-
ing back. I knew I was in the
right field and was truly mak-
ing a significant difference.
I cite this example to
illustrate the importance of
tapping into the creative
spirit in all your staff and
especially your young
engineers. Seek out oppor-
tunities for them to use their
creative talents and when
they do, treat that talent with
respect. They can provide a
fresh perspective, one that
can be very rewarding to your company and
very important to them personally.
n a previous message, I wrote that if we
want to bring bright, young engineers
into the deep foundations industry and
keep them, we must convey to them our
enthusiasm and excitement about
construction in general and our industry in
particular. I cannot tell you how many
times in the last 40 years doctors, dentists
and attorneys have told me that they
started out in engineering and then
changed careers. Even in my own
engineering career, after I was out of college
a few years, I thought about getting a
graduate degree in another field and
leaving construction. It was not because I
didn’t find the work engaging. I was
working on very interesting marine
construction projects both overseas and in
the Pacific Northwest, and had a broad
range of assignments that were challenging
and provided valuable training. It was
more a feeling that I was not using my
creative talents. And when I did, they were
not being valued and respected.
It was only after the upper management
of the company I was working for at the
time, Riedel International, began involving
me in their problem-solving sessions, or
what they referred to as “brainstorming
sessions,” that I felt my creative talents were
Are Your Young Engineers Fired Up and Enthusiastic?
I Robert B. Bittner, [email protected]
DEEP FOUNDATIONS • MAR/APR 2014 • 7
PRESIDENT’S MESSAGE
of value and encouraged by my
associates. These sessions gener-
ally focused on two types of
challenges. The first was to
develop concepts for giving our
company a competitive edge on a
given project that we were
pursuing. The advantage could
be in the form of an
innovative way to perform
the work or developing a
piece of equipment that was
more efficient than our
competitors’. The second
type of challenge addressed
in these sessions involved a
specific problem or oppor-
tunity on a project already
under construction. Typi-
cally, I participated in these
sessions with the upper
management; project man-
ager, project field superin-
tendents, chief estimator,
and usually, one outside
construction engineering
consultant. Following the
session, the outside consul-
tant and I would then develop the selected
concepts jointly.
I cannot tell you how
many times in the
last 40 years
doctors, dentists and
attorneys have told
me that they started
out in engineering
and then changed
careers.
DFI 2014 Awards: Call for Entries
DFI annually showcases and celebrates the achievements and
contributions of individuals, teams and companies in the deep
foundations industry.
We encourage you to submit your work and nominate your
colleagues for recognition.
The Outstanding Project Award recognizes the superior
work of DFI members. Each year, a project is chosen from several
geotechnical projects submitted for consideration by DFI members.
The Distinguished Service Award recognizes individuals
who have made exceptionally valuable contributions to the
advancement of the deep foundations industry.
C. William Bermingham Innovation Award encourages
and recognizes innovative contributions to deep foundation
technology. The award pays tribute to the innovative spirit of Bill
Bermingham, DFI past president, and his contributions to DFI
and the deep foundations industry.
Ben C. Gerwick Award for Innovation in Design and
Construction of Marine Foundations recognizes excellence in
marine engineering. The award is a tribute to Ben Gerwick, and
recognizes his exceptional achievements and contributions to
the design and construction of marine foundations.
For more information visit www.dfi.org/awardslectures.asp
Submissions for the 2014 Awards due by April 15, 2014
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LōDril® DH60
EXECUTIVE DIRECTOR UPDATE
Invitation to Speakers
DFI’s Deep Foundations for Landslides/Slope Stabilization and
Tiebacks and Soil Nailing Committees are organizing a two-day
event featuring presentations on current technologies, as well as
key design concepts and case histories that illustrate effective
application of deep foundations for stabilization of slopes and
excavation support.
Presentation proposals on the following topics are being
requested: Case Studies, History/Theoretical Background, Quality
Control and Inspection, Long-term Maintenance, Innovative
Applications and Techniques and Practice-Oriented Research.
Interested parties should submit a brief summary (no more
than one page) describing the subject matter of their proposed
presentation to [email protected]. The due date for submissions
is May 1, 2014.
Notification of acceptance and guidelines for presentation
development will be returned to all submitters by June 2, 2014.
Authors of accepted proposals will be required to commit to
presenting their topic at the seminar and to submit a PowerPoint
presentation handout to be included in the seminar publication
by July 1, 2014.
DEEP FOUNDATIONS • MAR/APR 2014 • 9
Communication may be the single most
important element in every thread of our
life. Think about it! Personal relationships
do not work without communicating your
thoughts, feelings, likes and dislikes with
the other person, be it a spouse, relative or
friend. Working as a team in the workplace
is not possible without clear communi-
cation with your co-workers, so that each
piece of the puzzle falls into place for a
successful project. Fruitful business deals
cannot be realized unless each party
communicates their needs, expectations
and what part they are willing to play in the
partnership, verbally or in a contract.
Communication makes the world go
round, while “a failure to communicate”
can be detrimental to all these important
facets of our lives.
Last week, DFI’s leadership — board
members, senior staff and committee chairs
— met for the annual winter planning meeting
to do just that — communicate. Each attendee
informed the others of what projects have
been completed, what is in process and
their ideas for the future. DFI’s new 5-year
strategic plan, Revitalizing our Mission, was
the main topic of discussion with four
breakout sessions covering each main goal
of the plan (see page 21 for details).
Theresa RappaportExecutive [email protected]
It’s All About Communication
With Past President Jim
Morrison, I led the globalization
workshop, where we determined
that communication across the
various DFI regions is key. In
order for DFI headquarters to
support the regional chapters,
there needs to be consistent
communication to ensure
that resources are allocated
as needed and activities to
benefit the local industry
are advanced. DFI and DFI
of India have accomplished
this with a weekly confer-
ence call to keep on track
with their plans for training
courses, workshops and
conferences. These events
communicate advances
and new methodology
being used elsewhere that
the Indian deep foundation
community can use in their projects.
Bringing the regional leaders together at the
planning meeting also gave them the
opportunity to explore ways they can work
together and communicate with each other
in order to serve all DFI members, wherever
they are.
We are lucky that communi-
cation far and wide is more easily
done with virtual meet-
ings, audio and video
conference calls, email,
web platforms for docu-
ment sharing and social
media. Having a global
organization provides a
forum where all members,
no matter where they are,
can communicate with
each other. This ability is a
benefit to each member
and to the industry. Be part
of the process and partici-
pate as much as your
schedule allows. The true value of being a
DFI member lies in the ability to commun-
icate and network with others who have
similar interests, challenges and needs.
Having a global
organization provides
a forum where all
members, no matter
where they are, can
communicate with
each other.
Deep Foundations for Slope Stabilization and Excavation Support: TBD August/September 2014, Pittsburgh, PA
10 • DEEP FOUNDATIONS • MAR/APR 2014
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Brasfond USA Corp.1785 N. Geyers Chapel Rd.Wooster, Ohio 44691
Office phone: 1-330-262-0015e-mail: [email protected]
12 • DEEP FOUNDATIONS • MAR/APR 2014 DEEP FOUNDATIONS • MAR/APR 2014 • 13
Once the directionally drilled pilot holes are completed and
found to be within tolerance, workers ream each anchor hole to its
final specified diameter. The reaming was completed using down-
the-hammer (DTH) rotary drilling techniques. The project
included anchor holes of 10, 13 and 15 in (25.4, 33.0 and 38.1 cm)
diameters. Hammer bits for these diameters were designed with 5-
3/4 in (14.6 cm) diameter “snouts.” This specific hammer bit design
allowed the ream drilling to follow the original directionally drilled
pilot holes to provide assurance that the reamed holes met the
required drill tolerances.
A downhole survey instrument, manufactured by Reflex
Instruments, verified the borehole location. The instrument is
commonly used in the oil and gas industry. The engineers conducted
two downhole surveys for each hole; the first survey was run after
directional drilling was complete. The second survey ran on
completion of the final reaming of the hole. The surveys were
performed with the instrument centralized inside the drill rods. For
each survey, data obtained at 10 ft (3 m)
intervals and the average from the survey,
going into and out of the hole, was used.
The project team compiled all the survey
data to make a final survey report.
The following two plots are typical of
what would be found in the final align-
ment survey report. The first plot depicts
the upstream deviation (Figure 1). Three
sets of survey data are shown for eval-
uation. The three-dimensional tolerance
cone is shown in two-dimensions for a
perspective reference. The data confirms
that the reaming passes followed the pilot
hole and the accuracy of the downhole
instrument compared well to the optical
directional survey shots. The second plot
depicts the dam axis deviations (Figure 2).
The project also called for a 780 ft (237 m) long steel platform to
gain access to the spillway anchors. The Stratus Group designed the
platform to support two 85 ton (80 tonne) crawler cranes and as
many as five drill rigs that were the equivalent to a design load of
3.5 ton per sq ft (335 kN per sq m). Once the final platform design
was approved, fabrication of roughly 3 million lbs (1,360 tonnes)
of structural steel began. Brayman’s in-house fabrication shop, in
conjunction with Dura-Bond Industries and Advantage Steel,
collaborated to fabricate and install the platform in less than five
months. Flexibility in the platform design allowed for sections of
the platform to be lowered as much as 16 ft (4.9 m) to provide
access to anchors at lower elevations along the spillway face. In
addition to the main spillway platform, Stratus Group, Brayman,
Dura-Bond and Advantage designed, fabricated and installed six
other unique platforms to facilitate anchor construction on various
areas of the dam.
The tops of dam anchors and face of dam anchors crossed planes at
depths up to 200 ft (61 m) with only 3 ft (0.9 m) of clearance
between boreholes. Due to the risk of intercepting adjacent
boreholes or tensioned anchors, the project specification called
for drill tolerances of 1:150 or 1 ft (0.3 m) of deviation for every
150 ft (45.7 m) of drill depth. In addition to the risk of
intercepting adjacent anchors, there are multiple obstructions
Obstacles at the Site
Bluestone Dam in Hinton, W.Va., along the New River, is owned
and operated by the U.S. Army Corps of Engineers (USACE).
Completed in 1949, the dam is 165 ft (50 m) tall, 2,048 ft
(624 m) wide, and encompasses a water shed that is 4,600 sq mi
(11,914 sq km). The Bluestone Dam Safety Assurance (DSA)
Program began in 2001, and is a multiple-phase construction
project to upgrade the capacity and stability of the structure to meet
the probable maximum flood event. Installing 216 high capacity
rock anchors was a major feature of the work.
The USACE selected Brayman Construction Corporation to
perform Phase 2B of the construction modifications to the
Bluestone Dam. Brayman was responsible for installing the high
capacity rock anchors, which range in size from 3 to 61 strands and
have a design load up to 2,145 kips (9,541 kN). Drill holes range in
size from 6.5 to 15 in (16.5 to 38 cm), and required full length
corrosion protection. Of the 216 anchors, 57 were installed on top
of the dam to resist overturning and the remaining 159 were
installed on the face of the dam at a 45-degree angle to resist sliding.
To gain access to the face of the dam anchor locations, the
project required dirt benches, excavations with temporary shoring,
and steel platforms. To access anchors on the east and west
abutment faces, the team excavated over 10,000 cu yds (7,645 cu
m) of material. Support of these excavations included the design
and installation of three soil nail walls with over 145 nails and
3,500 sq ft (325 sq m) of shotcrete.
Bluestone Dam Safety Assurance Program: An OPA Runner Up
Jeff Hopple, P.E., Brayman Construction CorporationAUTHOR
within the dam including two service galleries, hundreds of
foundation drains, mechanical controls for gate operation and
18 ft (5.5 m) diameter penstocks.
The USACE conducted a study in 2002 to verify whether
conventional drilling methods could produce the desired
tolerances. The results of this study proved that conventional
drilling methods could not produce the accuracy required. Thus,
Brayman developed a real-time directional drilling system
specifically for the project. The system needed to provide real-time
feedback in order to efficiently drill the quantity of holes required.
The system needed to be nonmagnetic due to embedded steel
within the dam and also be isolated from the drilling equipment
due to vibration. The system’s main component is an optical survey
instrument fitted with a camera. The camera monitors an LED
target located at the top of the down-the-hole hammer. The camera
is connected to a video monitor and gives real-time video footage of
the target. Dual-wall drill rods allow air to flow through the outer
rod to operate the hammer, leaving the inner rod free of water and
debris. This makes viewing the target at depths up to 275 ft (84 m)
possible. The slant-face bit is used in lieu of a standard button bit
and steers the drill string. The independent drill stand holds the
survey instrument and camera above the drill where it is isolated
from vibrations by the mass of the dam. The system constantly
monitors the location of the drill string throughout the entire
length of the hole.
Workers used a small hydraulic crawler drill to directionally drill a
5.75 in (14.6 cm) pilot hole. The first step in setting up the
directional drill was to place the independent drill stand to support
the optical instrument. With the stand in place, the optical
instrument was located in-line with the theoretical drill line. The
drill was then set at the appropriate angle and azimuth along the
drill line between the optical instrument and a survey nail located at
the entry point on the concrete. As the hole advanced, the operator
was able to watch in real time the theoretical drill line versus the
actual drill line. The theoretical drill line was shown as a crosshair
on the operator’s computer screen.
Deviation from the crosshair can be
corrected by stopping the rotation of the
drill string and chiseling, or steering the
slant face bit back into the theoretical drill
line. The target has an extra LED light that
aligns with the slant face of the bit allowing
the operator to know its orientation at all
times. For quality control purposes,
optical three-dimensional observations
are made at intervals as the hole
progresses. The optical shots are more
accurate than the instrument surveys;
however, since they are taken before the
final drill operation has been completed,
they do not meet the contract speci-
fications, but are used as reference in the
final verification survey.
Directional Drilling
COVER STORY
Figure 1. Upstream deviation
The USACE conducted a study in
2002 to verify whether
conventional drilling methods
could produce the desired
tolerances. The results of this
study proved that conventional
drilling methods could not produce
the accuracy required.
12 • DEEP FOUNDATIONS • MAR/APR 2014 DEEP FOUNDATIONS • MAR/APR 2014 • 13
Once the directionally drilled pilot holes are completed and
found to be within tolerance, workers ream each anchor hole to its
final specified diameter. The reaming was completed using down-
the-hammer (DTH) rotary drilling techniques. The project
included anchor holes of 10, 13 and 15 in (25.4, 33.0 and 38.1 cm)
diameters. Hammer bits for these diameters were designed with 5-
3/4 in (14.6 cm) diameter “snouts.” This specific hammer bit design
allowed the ream drilling to follow the original directionally drilled
pilot holes to provide assurance that the reamed holes met the
required drill tolerances.
A downhole survey instrument, manufactured by Reflex
Instruments, verified the borehole location. The instrument is
commonly used in the oil and gas industry. The engineers conducted
two downhole surveys for each hole; the first survey was run after
directional drilling was complete. The second survey ran on
completion of the final reaming of the hole. The surveys were
performed with the instrument centralized inside the drill rods. For
each survey, data obtained at 10 ft (3 m)
intervals and the average from the survey,
going into and out of the hole, was used.
The project team compiled all the survey
data to make a final survey report.
The following two plots are typical of
what would be found in the final align-
ment survey report. The first plot depicts
the upstream deviation (Figure 1). Three
sets of survey data are shown for eval-
uation. The three-dimensional tolerance
cone is shown in two-dimensions for a
perspective reference. The data confirms
that the reaming passes followed the pilot
hole and the accuracy of the downhole
instrument compared well to the optical
directional survey shots. The second plot
depicts the dam axis deviations (Figure 2).
The project also called for a 780 ft (237 m) long steel platform to
gain access to the spillway anchors. The Stratus Group designed the
platform to support two 85 ton (80 tonne) crawler cranes and as
many as five drill rigs that were the equivalent to a design load of
3.5 ton per sq ft (335 kN per sq m). Once the final platform design
was approved, fabrication of roughly 3 million lbs (1,360 tonnes)
of structural steel began. Brayman’s in-house fabrication shop, in
conjunction with Dura-Bond Industries and Advantage Steel,
collaborated to fabricate and install the platform in less than five
months. Flexibility in the platform design allowed for sections of
the platform to be lowered as much as 16 ft (4.9 m) to provide
access to anchors at lower elevations along the spillway face. In
addition to the main spillway platform, Stratus Group, Brayman,
Dura-Bond and Advantage designed, fabricated and installed six
other unique platforms to facilitate anchor construction on various
areas of the dam.
The tops of dam anchors and face of dam anchors crossed planes at
depths up to 200 ft (61 m) with only 3 ft (0.9 m) of clearance
between boreholes. Due to the risk of intercepting adjacent
boreholes or tensioned anchors, the project specification called
for drill tolerances of 1:150 or 1 ft (0.3 m) of deviation for every
150 ft (45.7 m) of drill depth. In addition to the risk of
intercepting adjacent anchors, there are multiple obstructions
Obstacles at the Site
Bluestone Dam in Hinton, W.Va., along the New River, is owned
and operated by the U.S. Army Corps of Engineers (USACE).
Completed in 1949, the dam is 165 ft (50 m) tall, 2,048 ft
(624 m) wide, and encompasses a water shed that is 4,600 sq mi
(11,914 sq km). The Bluestone Dam Safety Assurance (DSA)
Program began in 2001, and is a multiple-phase construction
project to upgrade the capacity and stability of the structure to meet
the probable maximum flood event. Installing 216 high capacity
rock anchors was a major feature of the work.
The USACE selected Brayman Construction Corporation to
perform Phase 2B of the construction modifications to the
Bluestone Dam. Brayman was responsible for installing the high
capacity rock anchors, which range in size from 3 to 61 strands and
have a design load up to 2,145 kips (9,541 kN). Drill holes range in
size from 6.5 to 15 in (16.5 to 38 cm), and required full length
corrosion protection. Of the 216 anchors, 57 were installed on top
of the dam to resist overturning and the remaining 159 were
installed on the face of the dam at a 45-degree angle to resist sliding.
To gain access to the face of the dam anchor locations, the
project required dirt benches, excavations with temporary shoring,
and steel platforms. To access anchors on the east and west
abutment faces, the team excavated over 10,000 cu yds (7,645 cu
m) of material. Support of these excavations included the design
and installation of three soil nail walls with over 145 nails and
3,500 sq ft (325 sq m) of shotcrete.
Bluestone Dam Safety Assurance Program: An OPA Runner Up
Jeff Hopple, P.E., Brayman Construction CorporationAUTHOR
within the dam including two service galleries, hundreds of
foundation drains, mechanical controls for gate operation and
18 ft (5.5 m) diameter penstocks.
The USACE conducted a study in 2002 to verify whether
conventional drilling methods could produce the desired
tolerances. The results of this study proved that conventional
drilling methods could not produce the accuracy required. Thus,
Brayman developed a real-time directional drilling system
specifically for the project. The system needed to provide real-time
feedback in order to efficiently drill the quantity of holes required.
The system needed to be nonmagnetic due to embedded steel
within the dam and also be isolated from the drilling equipment
due to vibration. The system’s main component is an optical survey
instrument fitted with a camera. The camera monitors an LED
target located at the top of the down-the-hole hammer. The camera
is connected to a video monitor and gives real-time video footage of
the target. Dual-wall drill rods allow air to flow through the outer
rod to operate the hammer, leaving the inner rod free of water and
debris. This makes viewing the target at depths up to 275 ft (84 m)
possible. The slant-face bit is used in lieu of a standard button bit
and steers the drill string. The independent drill stand holds the
survey instrument and camera above the drill where it is isolated
from vibrations by the mass of the dam. The system constantly
monitors the location of the drill string throughout the entire
length of the hole.
Workers used a small hydraulic crawler drill to directionally drill a
5.75 in (14.6 cm) pilot hole. The first step in setting up the
directional drill was to place the independent drill stand to support
the optical instrument. With the stand in place, the optical
instrument was located in-line with the theoretical drill line. The
drill was then set at the appropriate angle and azimuth along the
drill line between the optical instrument and a survey nail located at
the entry point on the concrete. As the hole advanced, the operator
was able to watch in real time the theoretical drill line versus the
actual drill line. The theoretical drill line was shown as a crosshair
on the operator’s computer screen.
Deviation from the crosshair can be
corrected by stopping the rotation of the
drill string and chiseling, or steering the
slant face bit back into the theoretical drill
line. The target has an extra LED light that
aligns with the slant face of the bit allowing
the operator to know its orientation at all
times. For quality control purposes,
optical three-dimensional observations
are made at intervals as the hole
progresses. The optical shots are more
accurate than the instrument surveys;
however, since they are taken before the
final drill operation has been completed,
they do not meet the contract speci-
fications, but are used as reference in the
final verification survey.
Directional Drilling
COVER STORY
Figure 1. Upstream deviation
The USACE conducted a study in
2002 to verify whether
conventional drilling methods
could produce the desired
tolerances. The results of this
study proved that conventional
drilling methods could not produce
the accuracy required.
14 • DEEP FOUNDATIONS • MAR/APR 2014 DEEP FOUNDATIONS • MAR/APR 2014 • 15
The sensitivity of the survey instrument and the effects of the sun
had to be monitored closely since the instrument was mounted on a
steel frame. Throughout the day, the lattice of the stand would
expand and contract moving the optical instrument with the camera.
This had the effect of moving the directional drill target that
appeared on the driller’s screen. Since this was a slow change, it
would appear to the driller that the hole was moving off target. To
prevent this problem, the surveyor would block sunlight from the
stand when possible, along with back sighting and adjusting the instru-
ment more frequently when the weather conditions warranted it.
Most of the holes on the project have three sets of survey data:
the optical data, the directional downhole instrument survey and
the final downhole instrument survey. The ability to capture the
optical data was not understood at the time the specifications were
written or when the initial construction plans were established. As
the data became available, it became evident that the optical data
was the most reliable and accurate survey information. Thus, after
completing the directional drill hole, the USACE decided the
downhole survey with the Reflex Instrument was not required.
With proper design of the reaming bits and observing drill
penetration rates, the reaming process was guaranteed to follow the
pilot hole. Consequently, the downhole instrument survey could be
eliminated or reduced to a small percentage of verification tests.
The directional drilling system developed by Brayman at the
Bluestone Dam is ideal for drilling straight holes where accuracy is
vital to the object being anchored. It has been adapted for very
extreme rock drilling. Drilling through obstructions is difficult, but
can be accomplished with this system. The bit locating system is
not affected by embedded steel in the concrete and the location of
the bit is known to a high degree of accuracy in real time.
Working alongside the USACE, Brayman successfully installed the
largest rock anchors in the United States by way of directional
drilling. These anchors will effectively stabilize the dam under the
new flood protection design and prevent failure. The completion of
the first 216 anchors plays an integral part in the on-going
rehabilitation efforts at Bluestone Dam. Phase 2B was completed in
December 2011, and Brayman is now working on Phase 3.
Summary
Early installation of ACIP piles
The same sets of data are shown as in the upstream deviation graph.
Similarly, the deviations measured by the different sets of survey
data overlay closely.
The scale of the graph is notable. The vertical axis of each graph
is elevation with a 200 ft (61 m) range. The horizontal axis
represents the deviation in inches with a range of 4 in (10 cm). If the
graphs were shown on a 1:1 scale the deviation would not be visible
for evaluation.
For evaluation, the final survey for the hole shown in these
examples has a deviation of less than 1 in (2.4 cm) until a depth of
206 ft (62.7 m) and a maximum deviation of roughly 2 in (5 cm) to
the west at the bottom of the survey along the dam axis.
Perpendicular to the dam, the maximum deviation is 4 in (10 cm)
near the top of the hole and 4.5 in (11.4 cm) at the bottom of the
hole. The deviation for the total hole shown based on the last survey
reading is 4.5 in (11.4 cm). The tolerance at the bottom of the
survey is 1:608 compared to the required 1:150.
Of the 216 anchors, only 2% were out of tolerance at the bottom
of the hole. However, these anchors were within tolerance at 100 ft
(30.5 m). The anchors went out of tolerance beyond the depth of
any obstructions and were accepted in this manner. At 100 ft (30.5 m),
all of the anchors were within tolerance with the majority more
than triple the required tolerance. Distinguishing a varying
tolerance acceptance criteria based on known obstructions could
allow stricter tolerances in critical zones while allowing larger
tolerances in less critical zones. This offset can lead to a time savings
in the drilling process and thus reduce the expectation of having to
repeat work due to out-of-tolerance drilling.
Brayman modified the directional drill system throughout the
Bluestone Dam Safety Assurance project. The diameter of the
directional drill tooling was reduced to balance stiffness to keep the
hole aligned, with flexibility to steer and correct the hole when it
deviates from the target alignment. The directional drill pilot hole
size increased early in the project to allow design changes to the
reaming bits. Multiple reaming bits fractured while others drilled a
unique hole outside of the pilot hole prior to the pilot hole size
changes being made. Material changes were made to the directional
drill tooling to withstand the wear of hammer drilling in hard rock.
This ranged from metallurgy changes in the tooling manufacturing
to O-ring upgrades to keep rod seals lasting longer. Each part of the
drilling system became a potential source of error or problems in
the drilling process. Through experience, the drillers developed
sensitivity to detect problems early and fix them quickly.
Anchors installed and ready for stressing
Section of platform lowered for second row of anchorsDirectional drilling setup
Figure 2. Dam access deviation
14 • DEEP FOUNDATIONS • MAR/APR 2014 DEEP FOUNDATIONS • MAR/APR 2014 • 15
The sensitivity of the survey instrument and the effects of the sun
had to be monitored closely since the instrument was mounted on a
steel frame. Throughout the day, the lattice of the stand would
expand and contract moving the optical instrument with the camera.
This had the effect of moving the directional drill target that
appeared on the driller’s screen. Since this was a slow change, it
would appear to the driller that the hole was moving off target. To
prevent this problem, the surveyor would block sunlight from the
stand when possible, along with back sighting and adjusting the instru-
ment more frequently when the weather conditions warranted it.
Most of the holes on the project have three sets of survey data:
the optical data, the directional downhole instrument survey and
the final downhole instrument survey. The ability to capture the
optical data was not understood at the time the specifications were
written or when the initial construction plans were established. As
the data became available, it became evident that the optical data
was the most reliable and accurate survey information. Thus, after
completing the directional drill hole, the USACE decided the
downhole survey with the Reflex Instrument was not required.
With proper design of the reaming bits and observing drill
penetration rates, the reaming process was guaranteed to follow the
pilot hole. Consequently, the downhole instrument survey could be
eliminated or reduced to a small percentage of verification tests.
The directional drilling system developed by Brayman at the
Bluestone Dam is ideal for drilling straight holes where accuracy is
vital to the object being anchored. It has been adapted for very
extreme rock drilling. Drilling through obstructions is difficult, but
can be accomplished with this system. The bit locating system is
not affected by embedded steel in the concrete and the location of
the bit is known to a high degree of accuracy in real time.
Working alongside the USACE, Brayman successfully installed the
largest rock anchors in the United States by way of directional
drilling. These anchors will effectively stabilize the dam under the
new flood protection design and prevent failure. The completion of
the first 216 anchors plays an integral part in the on-going
rehabilitation efforts at Bluestone Dam. Phase 2B was completed in
December 2011, and Brayman is now working on Phase 3.
Summary
Early installation of ACIP piles
The same sets of data are shown as in the upstream deviation graph.
Similarly, the deviations measured by the different sets of survey
data overlay closely.
The scale of the graph is notable. The vertical axis of each graph
is elevation with a 200 ft (61 m) range. The horizontal axis
represents the deviation in inches with a range of 4 in (10 cm). If the
graphs were shown on a 1:1 scale the deviation would not be visible
for evaluation.
For evaluation, the final survey for the hole shown in these
examples has a deviation of less than 1 in (2.4 cm) until a depth of
206 ft (62.7 m) and a maximum deviation of roughly 2 in (5 cm) to
the west at the bottom of the survey along the dam axis.
Perpendicular to the dam, the maximum deviation is 4 in (10 cm)
near the top of the hole and 4.5 in (11.4 cm) at the bottom of the
hole. The deviation for the total hole shown based on the last survey
reading is 4.5 in (11.4 cm). The tolerance at the bottom of the
survey is 1:608 compared to the required 1:150.
Of the 216 anchors, only 2% were out of tolerance at the bottom
of the hole. However, these anchors were within tolerance at 100 ft
(30.5 m). The anchors went out of tolerance beyond the depth of
any obstructions and were accepted in this manner. At 100 ft (30.5 m),
all of the anchors were within tolerance with the majority more
than triple the required tolerance. Distinguishing a varying
tolerance acceptance criteria based on known obstructions could
allow stricter tolerances in critical zones while allowing larger
tolerances in less critical zones. This offset can lead to a time savings
in the drilling process and thus reduce the expectation of having to
repeat work due to out-of-tolerance drilling.
Brayman modified the directional drill system throughout the
Bluestone Dam Safety Assurance project. The diameter of the
directional drill tooling was reduced to balance stiffness to keep the
hole aligned, with flexibility to steer and correct the hole when it
deviates from the target alignment. The directional drill pilot hole
size increased early in the project to allow design changes to the
reaming bits. Multiple reaming bits fractured while others drilled a
unique hole outside of the pilot hole prior to the pilot hole size
changes being made. Material changes were made to the directional
drill tooling to withstand the wear of hammer drilling in hard rock.
This ranged from metallurgy changes in the tooling manufacturing
to O-ring upgrades to keep rod seals lasting longer. Each part of the
drilling system became a potential source of error or problems in
the drilling process. Through experience, the drillers developed
sensitivity to detect problems early and fix them quickly.
Anchors installed and ready for stressing
Section of platform lowered for second row of anchorsDirectional drilling setup
Figure 2. Dam access deviation
18 • DEEP FOUNDATIONS • MAR/APR 2014
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DFI ACTIVITIES
DEEP FOUNDATIONS • MAR/APR 2014 • 21
telephone/virtual meetings and using various media to enhance
communication and disseminate information was explored. DFI is
working with current regional chapters to enhance the benefits to
members. Goals were set for increasing membership in each region,
and new regions will be explored over the next five years. Those
mentioned were Australasia, South America, Mexico and Sub-
Saharan Africa. A task force was set up to determine the criteria
required to embark on the formation of a regional chapter and to
formalize a guidance document for the creation of chapters.
A principal subject of the board meeting was the project funding
program. This is the third year DFI designated funds to the program
where DFI technical committees submit proposals to conduct
research projects that “support approved undertakings, those
deemed useful toward advancing deep foundation technology.”
This year 11 proposals were submitted. A panel reviewed and
ranked them, recommending five projects for funding. The five were
submitted by DFI committees on Soil Mixing, Driven Piles, Marine
Foundations, Drilled Shafts/Seismic and Lateral Loads, and Deep
Foundations for Landslides and Slope Stabilization. The trustees
agreed to fund $100,000 towards four of these projects. Two of the
five were contingent on separate funding from other groups, so the
final projects will be announced in the next issue of this magazine.
The WPM ended with a trustee meeting where the 2013
financials were reviewed, the 2014 budget was adopted, a new
technical committee on subsurface characterization for deep
foundations was approved, and future meetings were discussed.
DFI Board Meeting
Early every year, DFI’s Winter Planning Meeting provides a venue
for trustees to think about the future and discuss other business,
including the budget. In January, DFI’s trustees and the chairs of the
15 technical committees met at Marco Island, Fla. (The DFI
Educational Trust Board met the day before, see p. 45.)
At the meeting, participants took a fresh look at areas of
continuing interest to DFI. All were assigned to breakout groups
that addressed the four goals in DFI’s five-year strategic plan:
globalization of the institute, revitalization of technical activities,
engaging manufacturer/supplier members, and fostering
involvement of younger members. The recommendations for
accomplishing each goal were wide and varied, and many tasks
were identified for implementation through 2019.
The newest initiative to be strategized was the participation of
the manufacturer/supplier members; following up on a roundtable
discussion by this group during the Annual Conference in Phoenix
last September. The breakout group discussed how these members
are important to DFI, providing information about innovations in
quality, safety, sustainability and durability. One suggestion was to
introduce sessions or panel discussions on the future of the
industry and requirements in particular sectors during seminars
and conferences. The idea of an advisory committee comprised of
these technology providers was also proposed.
Another group looked at DFI’s technical committees, and
focused on identifying potential new committee activities. They
discussed publications, including the possibility of committee-
generated white papers as well as papers for DFI’s Journal. Among
other ideas was creating liaisons with organizations with similar
committees, and seeking exposure at their conferences. Webinars,
planned by technical committees, were also discussed.
Younger members are always important to DFI, and this
breakout group discussed many ideas, including a course aimed at
young college professors, and providing volunteer speakers for
universities. The group also talked about ways to incentivize
employers to encourage younger employees to participate in DFI
events. They proposed a definition of “younger” members as 35
years old or younger, or as having five years or less of experience.
The breakout group also proposed a survey of younger engineers
and their employers, if feasible, with the help of an expert.
The breakout group on globalization focused on the exchange
of information through regional chapters. The practice of regular
WPM: Brainstorming Breakouts
Paul Axtell (Drilled Shaft Committee chair), Ed Laczynski (Tiebacks and Soil Nailing Committee), Kwabena Ofori-Awuah (Seismic and Lateral Loads Committee chair) and Emad Sharif from Dubai
Attendees at the WPM (photo by Herb Engler)
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DEEP FOUNDATIONS • MAR/APR 2014 • 25
FoundationsPiling & Deep International Conference on 2 0 1 4 S T O C K H O L M S W E D E N
Plan to Attend the DFI-EFFC International Conference in Sweden
The complete program for the DFI-EFFC international conference
“Global Perspective on Sustainable Execution of Deep Foundation
Works,” being held in Stockholm, Sweden from May 21-23, 2014 is
available at www.dfi-effc2014.org.
During the three-day event, 23 technical presentations will be
made in five sessions: Harmonization of Execution Standards,
Bored and Driven Piles, Deep Mixing —Wet and Dry Methods,
Walls — In-situ and Pre-formed, and New Trends in Foundation
Practice. The fifth session also includes the tenth John Mitchell
Lecture by Bengt Fellenius and the Special Heritage Lecture on
Swedish Contributions to Geotechnical Engineering by Stefan
Aronsson and K. Rainer Massarsch. The technical presentations
were selected from more than 150 submitted papers from around
the globe. Each session also has a keynote lecture and concludes
with a panel discussion on the session topic. Additionally, many of
the other submitted papers will be viewable as Electronic Poster
Presentations. These presentations will be viewable from the
conference website before, during and after the conference as well
as on kiosks at the conference for attendee convenience.
The exhibition will be open all three days of the conference,
featuring products and services of 40 companies. Exhibitor videos
will be shown throughout the conference, and will be available for
download from the conference website.
There are still booths available; view the
floor plan at www.dfi-effc2014.org.
At press time, the conference partner
sponsor is Ruukki, and Robit Rocktools
Ltd is a mentorship sponsor. Sponsorship
packages are still available for Banquet
Sponsors, General Sponsors and addi-
tional Partner and Mentorship Sponsors.
This conference is a unique opportunity for knowledge
dissemination and technical exchange between contractors, project
owners, authorities, equipment manufacturers, material suppliers
and researchers working with different aspects of deep foundations.
To register as an attendee, exhibitor or sponsor visit www.dfi-
effc2014.org.
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DEEP FOUNDATIONS • MAR/APR 2014 • 27
June 18-20, 2014
Register for SuperPile ’14
DFI’s SuperPile organizing committee expects more than 200
attendees and 40 exhibitors at the Hyatt Regency in Cambridge,
Mass., for SuperPile ’14. From June 18 through June 20 seven of
DFI’s Technical Committees will host meetings and technical
presentations of local and national importance. Teams
of reviewers from the Driven Piles, Augered Cast-in-
Place Pile/Drilled Displacement Pile, Micropile,
Marine Foundations, Testing and Evaluation,
Seismic and Lateral Loads, and Drilled
Shaft Committees are reviewing
abstracts and finalizing the
technical program for the
conference. SuperPile
2014 Chair Les R. Chernauskas, P.E. (Geosciences Testing and
Research, Inc.), has assembled an enthusiastic team of local
committee members to help bring attendees the most innovative,
state-of-the-practice piling technologies available to the deep
foundations industry. Also make plans to attend DFI’s
Technical Committee Meetings the evening of June 18, prior
to the conference.
To register or for more information
on the program, accommodations,
exhibit space and sponsor-
ship opportunities visit
www.dfi.org.
Hyatt Regency in Cambridge
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LOCATION: __________________________________________________________ DATE: _____________
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PROBLEM; DETERMINE BEST AND MOST ECONOMICAL HOT ROLLED SHEET PILE WALL SOLUTION FOR CLIENT’S PROJECT.
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SECTION WEIGHT GRADE Sx AZ 26-700 28.37 lb/ft² 50 ksi 48.4 in³/ft
PZC 26 31.8 lb/ft² 50 ksi 48.4 in³/ft
PZ 35 35.0 lb/ft² 50 ksi 48.5 in³/ft
(H 1907) 23.3 lb/ft² 60 ksi 34.7 in³/ft *
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L
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SHEET PILE LENGTH (L) = 40ft ANCHOR FORCE (F) = 6 kips/ft MAX MOMENT (Mmax) = 84 kip-ft/ft
SAND ɤ = 120lb/ft³ c´ = 0 Ø = 40°
SAND ɤsat = 129.4lb/ft³ c´ = 0 Ø = 40°
40.3 in³/ft (A572 GR 50)
33.6 in³/ft (A572 YTM GR 60)
CHECK FOR DEFLECTION; OK, TIEBACKS OFFER SUFFICIENT ANCHOR FORCE TO LIMIT WALL MOVEMENT. \/ H 1907 MEETS STRUCTURAL REQUIREMENT. \/
TECHNICAL BENEFITS: H 1907 YTM GR 60
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30 • DEEP FOUNDATIONS • MAR/APR 2014
The annual Hal Hunt Lecturer for DFI’s
39th Annual Conference on Deep
Foundations will be Paul W. Mayne, Ph.D.,
P.E., professor of Geosystems Engineering,
School of Civil and Environmental
Engineering at the Georgia Institute of
Technology. The lecture is a highlight of the
Annual Conference, and is named after Hal
Hunt, a trustee on the first DFI Board and
the first executive director. The lecture, set
up in 1989, was created to recognize
notable communicators in the deep
foundations community.
Professor Mayne is an international
researcher, focusing on in-situ testing, geo-
technical site characterization and the eval-
uation of rock and soil properties. He gave
the 2006 James K. Mitchell Lecture and the
2009 Michael W. O’Neill Lecture, both high
honors within the geotechnical profession.
He also delivered the state-of-the-art lecture
at the 17th International Conference on Soil
Mechanics & Geotechnical Engineering in
Alexandria, Egypt in 2009. Mayne has
consulted on projects all over the world,
and written or co-authored countless
books, manuals and technical papers.
Mayne attended Cornell University for
doctoral studies and since 1990 has been a
faculty member at Georgia Tech.
The Annual Conference is being held at
the Atlanta Marriott Marquis. It begins
Tuesday, October 21 with day-long
meetings of DFI’s 15 technical committees.
The conference officially opens Wednesday,
October 22, when the exhibit hall, featuring
over 100 manufacturer and supplier
displays, opens its doors, and presentations
on projects and case studies begin. The
conference closes on Friday, October 24.
The conference chair is John Wolosick,
Hayward Baker, and vice president of DFI.
Program co-chairs are Scott Ballenger,
Schnabel Foundation Company, and
Antonio Marinucci of American Equipment
and Fabrication. The organizing committee
is currently reviewing abstracts and
selecting keynote speakers.
Among the many DFI Awards to be presented are the Outstanding
Project Award (OPA), Distinguished Service Award (DSA), C.
William Bermingham Innovation Award, Young Professors Paper
Competition and the Student Paper Competition. The deadline to
submit nominations for these awards is April 15, 2014. More
information is available at http://www.dfi.org/awardslectures.asp.
City-by-City, the companions program, is an opportunity for
spouses, family and friends of conference attendees to experience
the great sights of Atlanta. Diane Bittner, wife of DFI President
Robert Bittner, has volunteered to work with DFI event
coordinator, Lauren Nance, 2014 Companions’ Program Chair
Megan Fitzgerald (HIIG Construction) and Pete Rose (ECA) to
ensure the group has a great time onsite and as they tour the city.
Exhibit space and underwriting opportunities are still available
for this exciting conference. Go to www.deepfoundations2014.org
to register online.
Award Nominations Due April 15
City-by-City
Hal Hunt Lecturer Chosen for 39th Annual Conference in Atlanta
Mayne has consulted on
projects all over the world,
and written or co-authored
countless books, manuals and
technical papers.
DEEP FOUNDATIONS • MAR/APR 2014 • 31
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The 2014 International Workshop on Micropiles (IWM) is just a few
months away, from June 11-14, 2014 in Kraków, Poland. “Whether
you have been to every IWM since 1997 or this would be your first,
we look forward to seeing each of you to share past experiences and
create new memories,” says Allen Cadden, P.E., D.GE, chairman,
International Society for Micropiles (ISM). “You will not find a
better place to learn about what has been accomplished with
micropiles and what is being developed for future challenges. New
for the workshop is the added full day short course on micropiles on
Wednesday, June 11 and the World Cup of Micropiles Challenge.”
Kraków is one of the most culturally and politically significant cities
in Poland. The companions’ and social programs will showcase
some of Kraków’s most interesting sites. On Thursday, June 12,
companions will visit the nearby Auschwitz concentration camp.
On Friday, June 13, the delegates and companions will take a
walking tour of the Kraków historic city center brimming with
cafés, shops and pubs. The traditional ISM awards dinner will
follow the walking tour. All delegates and companions are also
invited to tour the Wieliczka Salt Mine, one of the oldest salt mines
in the world. The mine’s attractions include dozens of statues, three
chapels and an entire cathedral carved from rock salt.
According to the holiday review site Zoover, Kraków is the best
European city trip in 2014. The complete review is at http://weblog.
zoover.com/press_release/krakow-best-european-city-trip-2014.
Titan Polska is the host sponsor for the event. Several other cate-
gories of sponsorship are available. For sponsorship details contact
Jan Hall at ADSC ([email protected]).
Registration will be open in March on the ADSC website at
www.adsc-iafd.com. For details, contact Dan MacLean, of Con-Tech
Systems, technical program chair, at [email protected] or
Mary Ellen Bruce, ISM technical lead at DFI, at [email protected].
Social Program
Sponsorship Opportunities
12th International Workshop On Micropiles: Kraków, Poland
COOPERATING ALLIANCE
Wawel Castle, Krakow
34 • DEEP FOUNDATIONS • MAR/APR 2014
At a time when many technical journals
are focused on the former, the DFI
Journal plays a vital role by offering a
balance between theory and experience.
DFI Journal Information Available
As reported in the Jan/Feb issue of Deep Foundations, Anne
Lemnitzer, Ph.D., and Timothy C. Siegel, P.E., G.E., D.GE, were
appointed co-editors of DFI Journal: The Journal of the Deep
Foundations Institute, and are eager to assume their roles this year.
They succeed Zia Zafir, Ali Porbaha and Dan Brown, who are
stepping down after serving as lead editors since the Journal’s
inception; though Zia will continue on the editorial board. Maney
Publishing, an independent publishing company specializing in
technical journals, contracted with DFI late last year to publish the
DFI Journal as Manny Fine, previous publisher, retired.
Siegel is a principal engineer
with Dan Brown and Associates, PC
and member of the adjunct faculty at
the University of Tennessee. He
holds a B.S. and M.S. in Civil
Engineering from Georgia Institute
of Technology, and has spent over 20
years working in industry. He is a
m e m b e r o f D F I ’s G r o u n d
Improvement and Seismic and
Lateral Loads Committees, has
authored or co-authored over 45 technical papers and has
presented at conferences throughout the U.S. His areas of expertise
are cast-in-place piles, foundations in Karst and foundation design
for seismic conditions. Lemnitzer is assistant professor at the
University of California in Irvine. She holds a Ph.D. in structural
engineering from UCLA as well as a M.S. from California State
University, Long Beach and B.S. from the University of Applied
Science in Leipzig, Germany, where she was awarded a Fulbright
Scholarship to continue her education. Her research interests lie at
the interface of geotechnical and structural earthquake
engineering, including soil structure interaction, lateral design of
deep foundations, large scale and shake table testing, and seismic
behavior of bridge foundation systems.
Siegel comments on the state of foundation engineering, saying
“At no time in history has the practice been as challenging as it is
now.” Ambitious projects, stringent design codes, the likelihood of
Timothy C. Siegel, P.E., G.E., D.GE, co-editor
DEEP FOUNDATIONS • MAR/APR 2014 • 35
litigation and high expectations require engineers to effectively
intertwine theory and experience, he adds. At a time when many
technical journals are focused on the former, the DFI Journal plays a
vital role by offering a balance between theory and experience. This
is one reason the DFI Journal is a “leading platform for technology
transfer on design and construction of deep foundations and
ground improvement.”
Lemnitzer says she looks forward to working with colleague Tim
Siegel as co-editor of the DFI Journal and hopes to further enhance
the reputation of the Journal and its circulation in the geotechnical
community. “We are determined to seek the best deep foundation
research from across the world and combine it with the most
innovative design projects currently built, hereby creating a unique
stage for intellectual exchange, transfer of knowledge and
professional development.” The DFI Journal provides this
alternative approach compared to traditional scientific journals, she
“We are determined to seek the best deep
foundation research from across the world
and combine it with the most innovative
design projects currently built, ...”
says, and she looks forward to widening the audience through
“hands-on, understandable publications” that can make lasting
impacts on our foundation industry.
Theresa Rappaport, DFI’s executive director, says that DFI is
striving to increase the Journal readership and thinks the co-editors
Siegel and Lemnitzer will help towards that goal. The Journal is the
“perfect vehicle,” she says, for achieving DFI’s mission to
disseminate practical and useful content to the deep foundations
construction industry and be the information resource for design
and construction of foundations and excavations.
DFI Journal publishes practice-oriented, high quality papers related
to the broad area of deep foundation engineering and construction.
Papers are welcome on topics of interest to the geo-professional
community. This includes all systems designed and constructed for
the support of heavy structures and
excavations. Submissions are welcomed
via the online submission site at
http://www.edmgr.com/dfi.
The co-editors can be contacted by
email at [email protected]
and for more information please visit
www.maneyonline.com/dfi.
Current and past issues of DFI Journal
are available online to DFI members at no
cost as a member benefit by signing-in to
My DFI and selecting the Journal from the
left-hand menu. Members and non-members can order printed
copies of the 2007-2013 volumes of the Journal from the
publications page of www.dfi.org; members at preferential rates.
Members can also subscribe to the 2014 print issues at a discounted
rate. DFI Journal is available to institutions as a print and online or
online-only subscription. Details of 2014 rates and ordering
information are available at www.maneyonline.com/pricing/dfi.
Author and Subscriber Information
Anne Lemnitzer, Ph.D., co-editor
Save the Date
September 18-20, 2014
Conference on Deep Foundation Technologies for Infrastructure Development in India
DFI of India, in collaboration with the Indian
Geotechnical Society – Delhi Chapter and Indian
Institute of Technology Delhi, will present the 2014
Conference on Deep Foundation Technologies for
Infrastructure Development in India on September
18-20, 2014 at IIT Delhi. Mark your calendars today!
36 • DEEP FOUNDATIONS • MAR/APR 2014
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Did you know that you can get help with searches by typing the
word “tips” in the search box.
The search box allows you to search for keywords within the
Publications, Members and Terms databases.
You may enter one or more keywords, separated by one space,
in the search text box above. You can then press the Enter key or
click on the button to initiate a search.
Normally the search engine will only return database entries
that contain a match for ALL of the keywords entered. The keyword
may appear anywhere within the database entry, and case is not
significant. So entering the keyword ab will match on words like
absolute and taxicab and fabricate.
For the Publications database, the search engine will look in
the SUBJECT, ARTICLE TITLE, SUMMARY and AUTHOR fields
for matches.
For the Members database, the search engine will look in
the ORGANIZATION, MEMBER NAME and SERVICES fields
for matches.
For the Terms database, the search engine will look in the
ENGLISH field for matches.
When searching through the Members and Terms database it is
sometimes useful to be able to search for names or terms that begin
with a sequence of letters. For example, companies that begin with
American. Any keyword that ends with an asterisk will match this
way in the Members and Terms databases. So to find companies
like the example above, use the keyword American*. The keyword
A* finds all companies that begin with A, etc. When you use this
kind of “begins with” keyword in the Members database it will only
be matched against the ORGANIZATION and LAST NAME.
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DEEP FOUNDATIONS • MAR/APR 2014 • 39
My Seven Year Stint at DFI
It’s hard to believe I’ve
been the executive
editor of DFI’s Deep
Foundations magazine
for seven years. When
I began, the magazine
appeared four times a year. Since 2012,
there have been six issues each year, or 50%
more articles and ads, with no additional
staff. (Disclosure department – we did use
two freelance writers for a total of six
articles over two years, so it wasn’t a single-
handed effort, but I’m still proud.)
DFI is different than it was when I
became editor. I’ve been a witness to many
changes the DFI Trustees have made, the
introduction and subsequent growth of the
DFI Regional Chapters is one. Another
positive change was that of hiring Technical
Activities Manager Mary Ellen Bruce to
oversee the 15 technical committees.
Perhaps the most remarkable change has
been the growth of the DFI Educational
Trust and the money disbursed to students.
The generosity of the DFI members is
impressive. I see a profession proud of its
accomplishments and one whose members
give to help others.
What have I been doing on a day-to-day
basis over those years? As executive editor,
I’ve been wading through technical papers,
PowerPoint presentations, press releases,
conference programs, seminar and short
course programs, and juggling subject
matter among DFI’s areas of deep
foundation concentration. I remain
impressed by the fact that every DFI
member who writes for the magazine and
serves on a committee also has a “real” job!
I also picked members’ brains about
what subjects are important and what’s new.
I spent more time imploring DFI members
to write articles. Then there is the ancillary
aspect, that of putting a magazine together.
I’ve been doing that for decades, if I count
my prior editorship at Civil Engineering
(ASCE), and I still like that part of the job.
It’s something akin to a 500-piece puzzle. I
thank Karol Paltsios, magazine and advertis-
ing manager, and Faye Klein, graphic designer,
for making all those pieces come together.
My admiration for Theresa Rappaport is
endless. She is always on top of a multitude
of details, juggling numberless priorities and
being patient. The talented, friendly and
helpful DFI staff reflect her example. I wish
the best to all of them and to my successor,
Helen Robinson.
Finally, the DFI members are terrific
people. Everyone I’ve met or dealt with
electronically over the years has been highly
professional, knowledgeable and devoted
to the deep foundation industry and to DFI.
It’s all been engrossing, interesting and
fun. I’ve loved doing it. I will miss the job
and all the people, and contributing to DFI.
So why am I leaving? I wonder.
Thanks! ... Virginia Fairweather,
Executive Editor, Deep Foundations
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DEEP FOUNDATIONS • MAR/APR 2014 • 41
REGIONAL REPORT
DFI Middle East
Recent announcements regard-
ing mega-projects in the Middle
East have reinvigorated the con-
struction market in the region. In
Qatar, the country is bracing for a
new wave of construction pro-
jects to support the 2022 FIFA
World Cup, and in Saudi Arabia,
the completion of the foundation
works for the 3,300 ft (1,006 m)
high Kingdom Tower was
announced in December 2013.
In Dubai, the construction indus-
try is expecting a significant boost
with the city winning the bid to
host the World Expo in 2020. We expect the DFI Middle East
Chapter’s technical activities to surge over the next couple of years,
in tandem with these developments.
The Second DFI Middle East Conference (DFIMEC) takes place in
Dubai on April 2-3, 2014. The first one was held in November
2012, attended by more than 150 participants from the region. This
year’s conference builds on the success of DFIMEC 2012 and
promises to provide a top-quality forum for discussing cutting-edge
technologies and developments in the field through case histories.
The aim is to provide an opportunity for the region’s geotechnical
engineering practitioners and academicians to interface, exchange
information and experience, and present the latest developments in
the deep foundation field. The conference will be held at the
American University in Dubai in collaboration with the Dubai
Technology and Media Free Zone Authority.
Conferences and Events
A DFI-sponsored dewatering workshop held in 2013 also
attracted more than 100 local attendees. We expect the 2014
conference to draw more participants, given the recent launch of
new mega-projects in the region. Professor Dr.-Ing. Rolf
Katzenbach of Technical University of Darmstadt is the keynote
speaker at the conference, and he will discuss the latest
developments in pile-raft foundations.
The First Arabian Tunneling Conference took place in Dubai
on December 12-13, with the support of several DFI Middle East
Chapter corporate members. Among the keynote speakers at the
conference were Soren Eskesen, president of the International
Tunneling Association and chief project manager at COWI in
Denmark, and Joe Roby, vice president at The Robbins Company
in Seattle, Wash.
Nakheel, the real estate development firm behind Dubai’s Palm
Jumeirah Island project, recently closed the bidding process for
major foundation works in the proposed $680 million Nakheel
Mall, which will be constructed on the so-called trunk section of
the island. The project includes 4.5 million sq ft (418,000 sq m),
supported by drilled shafts. One of the main challenges is the
construction, waterproofing and protection of three basement
floors, which will be fully submerged in a highly corrosive marine
environment. The project is scheduled to go on a fast track, with a
projected completion date of December 2016.
The Saudi Railways Organization confirmed that the Saudi
Railway Master Plan (SRMP) is on schedule. The project entails
more than $17 billion in infrastructure investments through the
year 2025, with the goal to connect the kingdom’s main cities
through a high-speed rail network. Among the early phases of the
project are the Dammam-Jubail Rail Link and the Mecca-Medina
Projects
Khaldoun Fahoum, Ph.D., P.E.Chair DFI Middle [email protected]
The foundation works for the Dubai Pearl project with more than 500 drilled shafts are complete, and superstructure construction is currently underway.
42 • DEEP FOUNDATIONS • MAR/APR 2014
This report from the DFI Middle East Chapter was written by Professor Alaa Ashmawy, P.E., dean of engineering, American University of Dubai
High Speed Rail. In addition, the project entails construction of
underground metro systems in three large cities. Among the key
challenges of the project are excavation and tunneling works in the
densely populated urban centers of Riyadh, Mecca and Jeddah, and
more than 800 bridges and tunnels in urban and rural settings to
ensure seamless connectivity of the transportation network.
In early December 2013, the International Bureau of Expositions
formally announced that Dubai will host the World Expo in 2020,
paving the way for a number of large-scale construction projects
that will break records in terms of size and budget. A new urban
center will be developed over 1,100 acres (4.5 sq km) at the
southwestern suburb of Jebel-Ali to accommodate the exposition,
and will connect to key locations in the city through an intricate
transportation network. In parallel, the government of Dubai
unveiled a master plan for six other large-scale developments to be
completed over the next 10 years.
1. The Mohammad Bin Rashid City is a mixed-use development
with over 100 hotels, a large shopping mall, an art gallery and a
theme park. The geotechnical site investigation works for a
number of projects within the city have already taken place, and
the initial foundation designs for several residential and hotel
structures are completed. We expect several foundation tenders
to start circulating for new projects soon.
2. The Dubai Water Canal is a $7 billion mega-project that will
expand the artificial waterway network across the city, and
includes a number of transportation infrastructure works to be
completed by 2017. A key challenge will be the construction of
a 300 ft (91 m) span bridge over the canal, along the city’s
existing 12-lane expressway.
Expo 2020 – Dubai
3. Bluewaters Island is the latest land reclamation project, which
will extend the city’s waterfront by another 4 mi (6.4 km), and
provide space for an entertainment theme park. The project will
feature the world’s largest Ferris wheel, Dubai Eye, which will
require the design and construction of a unique offshore
foundation system. Land reclamation works for the project
have not commenced yet, so it appears that this project is a
longer- term proposition.
4. A similar announcement was made regarding the Dubai
Adventure Studios, which will be completed in time for Expo
2020. This theme park will be built near the Expo Village and
will pose numerous foundation design and construction
challenges, given the unique nature of the structures.
5. The Deira project will be constructed on top of an existing land
reclamation site, offshore of the old city. It will feature a
traditional market, commercial and retail units, and a
recreational pier and marina.
6. The Lagoons is a mixed-use development encompassing two
skyscrapers, the Dubai Twin Towers, as well as a number of
smaller waterfront structures. The site was originally surveyed
and prepared prior to the real estate market recession of 2009,
but work had not commenced. The site was recently transferred
to a new developer, who announced plans to resume construc-
tion. DFI members have confirmed that subsurface exploration
works are underway, and tenders should circulate soon.
The chapter provided scholar-
ships for three students from the
American University in Dubai
(AUD) to spend a semester at
Georgia Tech, as part of the
exchange program between the
two universities. Nourhan Farrag,
G h a l i a G a m a l - E l d i n a n d
Mohammed Khimjee, who have
been on the Dean’s List at their
home university, are members of
the DFI Student Chapter at AUD.
The scholarship fund was
endowed through industry
sponsorships from the DFI 2012
conference in Dubai, and will
provide them with partial coverage of their tuition at Georgia Tech,
where the students registered for their classes in early January.
According to the students, the scholarship allows them to engage in
a unique opportunity to immerse in a new cultural and educational
experience. “We are particularly excited about the opportunity to
take classes in geotechnical engineering and concrete design at
Georgia Tech, and apply them toward our engineering program at
AUD,” said Gamal-Eldin, who is a third year honor student at her
home university.
Education Activities
Secant piles are commonly used to support deep excavations in urban settings in Dubai. For this project in Dubai Media City, the consultant recommended the use of a diaphragm wall.
AUD students Nourhan Farrag, Ghalia Gamal-Eldin and Mohammed Khimjee are attending a semester at Georgia Tech in Atlanta, Ga., through a DFI Middle East Chapter Scholarship.
DEEP FOUNDATIONS • MAR/APR 2014 • 43
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authorities on the construction
and design of deep foundations
for transportation structures.
After 22 years on the faculty at Auburn
University, Brown remains active in
deep foundation practice through his
consulting firm, Dan Brown and
Associates. He is the recipient of the DFI
Distinguished Service Award, ASCE
Martin Kapp Foundation Engineering
Award and the ADSC Outstanding
Service Award.
The elected officers for the 2014 DFI
Educational Trust Board are:
Chairman: David Coleman
Vice Chairman: M. Byrl Williams
Treasurer: Dan Brown
Secretary: Dan Dragone
DFI Educational Trust and ACE
Mentor Program of NJ Annual Golf
Outing at Forsgate Country Club,
Monroe Township, NJ
Awards Reception/Dinner at DFI’s
39th Annual Conference on Deep
Foundations, Atlanta, GA
The Annual Golf Outing
Fundraiser at the Castlewood
Country Club, Pleasanton, CA
Annual Gala Fundraising Dinner
to benefit DFI Educational Trust
Stanley Merjan CCNY Civil
Engineering Scholarship, NY/NJ
October 23
October 27
November
Check for details at www.dfitrust.org
April 29
July 21
August
Osterberg Memorial Lecture and
Dinner in conjunction with the
DFI/ADSC Drilled Shaft Seminar,
Greensboro, NC
The Annual Golf Outing Fundraiser
at Chartiers Country Club in
Pittsburgh, PA
The Ben C. Gerwick Award for
Innovation in the Design and
Construction of Marine
Foundations in conjunction with the
Marine Foundations Seminar
Tarrytown, NY
Upcoming DFI Trust Fundraising Events
David Coleman, [email protected]
DFI Educational Trust Update
Trust Board Meeting at Winter Planning Meeting The DFI Educational Trust Board met on
January 29 in Marco Island, Fla., during the
Institute’s Winter Planning Meeting. A
substantial portion of the day’s agenda was
devoted to the discussion and development
of a five-year strategic plan to cover the
period from 2014-2019. Although the plan
is a work in progress that will be finalized
over the next few months, board members
reached consensus on various initiatives.
In the area of fundraising, the Trust
board set an ambitious goal of raising a total
of at least $1 million by 2019. The efforts
will be intensified in several ways:
members will approach more industry
leaders; expand fundraising drives and
campaigns to Canadian companies; and
explore new fundraising vehicles such as
planned giving, annual appeals, matching
gifts and on-line donations.
The Trust will seek to grow program-
matically by continuing to develop targeted
efforts such as the Women in Engineering
initiative. In addition, the Trust will explore
expanding its scholarship assistance
beyond schools of engineering, making
funding available to students pursuing
studies in other areas relevant to the deep
foundations industry.
Similarly, the Trust is considering
developing programs other than schol-
arships that will help young people enter
the deep foundations industry, by
exploring cooperative relationships with
technical schools and other organizations,
especially those devoting substantial efforts
to STEM (Science, Technology, Engi-
neering and Mathematics) initiatives.
Finally, the Trust board, with the
consent of the DFI Board of Trustees,
amended the Trust’s governance docu-
ments to allow the addition of several At-
Large Trustees who will serve two-year
terms and complement the efforts of the
five regular members. The board will also
add two classes of non-voting Trustees:
Emeritus Trustees, composed of former
Trust board chairs; and Honorary Trustees,
composed of individuals who have in some
way performed outstanding
service to the Trust. The Trustees
are confident that this expansion
will solidify and enhance
fundraising efforts and develop-
ment of the organization.
In addition, David Coleman
of Underpinning & Foundation
Skanska, was elected to a second five-
year term as Trustee (2014-2019), and
Roger Healey of Goettle, was elected to
second two-year term as At-Large Trustee
(2014-2016).
Dan Brown joined
the DFI Educational
Trust Board as trea-
surer effective January
1, 2014. Professor
Brown is also treasurer of DFI’s Board of
Trustees. He is one of America’s leading
Trust Board Welcomes New Treasurer
Dan Brown, Treasurer
46 • DEEP FOUNDATIONS • MAR/APR 2014
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48 • DEEP FOUNDATIONS • MAR/APR 2014
The Leaders in Soil Mixing forEnvironmental Remediation
for 25 years.
Geo-SolutionsSoil and Groundwater Problems Solved
724-335-7273www.geo-solutions.com
In-Situ:Chemical OxidationChemical Reduction
Stabilization/SolidificationZero Valent Iron/Clay Soil Mixing
Blending of a Wide Variety of Reagents
C
M
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CMY
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MEMBER PROFILE
DEEP FOUNDATIONS • MAR/APR 2014 • 49
She is “passionate,
committed and
convincing ... It
wasn’t easy,” but
people in the
company are now
aware of
sustainability.
Marine Lasne: Sustainability Crusader
As a young girl in a small town in Brittany,
France, Marine Lasne had some broad,
unfocused goals. For example, she wanted
to practice a profession that served the
public and also served nature, but didn’t
know how. At some point in her long and
thorough education, she realized that
engineers have the potential to change the
environment. Her idea of changing the
world became increasingly focused on
sustainability. “If more emphasis were
placed on the early phases of project
design,” she says, “we wouldn’t have to
spend so much energy to protect the
environment and to repair damage done in
the construction phase.”
Lasne has made extraordinary strides as
an individual engineer toward a sustainable
world. She developed a singular vision of
how the construction world could change,
and has made her mark globally. Her
current title is sustainability director, VINCI
Construction, Soletanche Freyssinet,
where she reaches over 19,000 employees
with her message. She also has been a major
figure in the development of the
Geotechnical Carbon Calculator, with DFI,
EFFC (European Federation of Foundation
Contractors) and other international
construction groups. This tool (see the
Sept/Oct 2013 issue of this magazine) puts
specifics to carbon effects in construction
and offers guidance to the
engineering profession.
Philippe Liausu, deputy
managing director, Menard,
and past president of the
SOFFONS (Syndicat des
Entrepreneurs de Sondages,
Forages et Fondations
Spéciales), worked with
Lasne for about six years on
sustainability issues and
developing the carbon
calculator. He thinks the
carbon calculator’s existence
is “strongly” due to her,
partly he suggests, because
“she has a great facility to
communicate.” Within the
company, Lasne shows “strong determin-
ation to increase awareness of sustainability
issues to all staff.”
Another executive describes Marine
Lasne’s impact on the mammoth company.
Bruno Dupety, executive vice president-
COO, VINCI Construction, recounts how
Lasne joined the firm as a result of the
merger between Soletanche Bachy and
Freyssinet in 2009. Dupety had launched
the motto “Sustainable Technologies.” In
October of that year, Lasne made an
impressive presentation at the company’s
convention in Paris in which, he says, she
“set forth the strategy and tools to attain
sustainability, down to the details.” She is
“passionate, committed and convincing,”
says Dupety. “It wasn’t easy,” but people in
the company are now aware of
sustainability. For Lasne, she says that
presentation was a milestone of her
education and preparation—and her
realization that changing the way design is
done in the first place is one of the keys to
solving the problem.
Lasne’s career path was unusual. She
received her (five year) civil engineering
graduate degree from the Institut National
de Sciences Appliquées in Lyon, during
which she applied to study one year at
Concordia University in
Canada. There she met
students from all over the
world, from many cultures,
and sought knowledge of
those other ways of life. She
realized she really enjoyed
interacting with people from
different countries and
learning how to work with
others. She also earned a
masters in environmental
management, a postdoctoral
diploma awarded by the
Ecole des Mines de Paris.
After that lengthy and
highly-academic prep-
aration, Lasne worked 13
Unusual Career Path
years in the field. Part of her experience was
in France, but major portions were at gas
and oil pipeline sites in various parts of the
world. Sometimes she and other engineers
lived in construction camps at the sites and
endured some stressful work situations.
“We worked for 10 weeks, then went home
for 2 weeks to recover, then began again,”
she says. However she mentions being able
to practice sports there with her coworkers,
which helped maintain a “normal” life.
Those sports included running, squash and
tennis, depending on where she was
including Yemen and South Africa. Lasne
seems to have flourished at her many
arduous overseas assignments.
A brief summary of her career shows
her growing responsibilities. Lasne was an
environmental engineer for AMEC-Spie-
Batignolles in France, during which time
she wrote her thesis, an environmental
impact assessment of the firm’s activities.
Next she worked for ANTEA Group, doing
geotechnical and natural risk assessments.
She particularly liked the ANTEA work on
former quarries, many of which had been
partially backfilled. The work required a lot
of research and investigation as well as
interaction with local citizenry, which made
a lot of sense to her, as the work contributed
to solving some of their problems. Next, she
returned to AMEC Spie-Batignolles, to
50 • DEEP FOUNDATIONS • MAR/APR 2014
her sports activities contributed to her ease
and skill at interacting with people from
other cultures. Through DFI and other
construction organizations, Lasne has
spread the word about sustainability. She is
the chair of DFI’s Sustainability Committee
and a trustee on the DFI Board of Trustees.
Speaking about her own work, she says she
likes working as a problem solver, helping
corporations deal with complex situations
and getting systems up to speed. She
explores various ways to incorporate
sustainability into construction projects at
different stages of the work. She also enjoys
relating what she has learned from these
experiences to younger generations and
tries to lecture at universities when she can.
She also says in her field, “one needs to
expend a lot of energy even to accomplish
little.” Lasne accepts that and, fortunately,
has a lot of energy and the perseverance to
continue her sustainability crusade.
Virginia Fairweather
and information with them. She is also
“very comfortable” speaking in public,
conveying her knowledge to others. She
works to make things happen, believes in
what she does and is “very persevering,”
according to Verrouil.
Jérôme Stubler, president-CEO,
Soletanche Freyssinet, adds that Lasne “can
transform a complex subject to clear
guidance for our business. She delivers
pragmatic ways to improve our projects
and resolve the details.” Lasne also works
hard and provides leadership through her
enthusiasm. Summing her up, Stubler says,
“she is totally devoted to sustainability.”
Some of Lasne’s early goals, those involving
sports, were much more easily attained, or
so it seems. She was a competitive squash
and tennis player as a youth, and later
found ways to play tennis in Sana’a in
Yemen and to pursue long-distance
running in South Africa. It’s possible that
Spreading the Word on Sustainability
work on oil and gas pipelines in Georgia,
Azerbaijan and Turkey, as a site
environmental manager, coordinating
environmental operational activities and a
staff of 50. Her next job was also for AMEC,
a gas pipeline, where her title was project
environment and socio-economic manager,
here with a staff of about100 people.
Until 2009, Lasne was project environ-
mental manager on a Spiecapag, a 700 km
(435 mi) multiproduct pipeline. Lasne was
based near Johannesburg, South Africa. In
many of these projects, she oversaw
compliance with national, ISO and World
Bank standards. At various points in her
career, she contributed to ISO operational
strategy, making recommendations.
Another colleague, Didier Verrouil,
executive vice president, Eurofrance, North
America, United Kingdom, Soletanche
Bachy, says Lasne likes interacting with her
colleagues and sharing ideas, points of view
Implementing Sustainability
DEEP FOUNDATIONS • MAR/APR 2014 • 51
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54 • DEEP FOUNDATIONS • MAR/APR 2014
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DEEP FOUNDATIONS • MAR/APR 2014 • 55
AUTHORS
The ability to economically treat large
volumes of soil made large diameter (2.4 m
to 3.0 m [7.8 ft to 9.8 ft]) single auger soil
mixing equipment the equipment of choice
for ISS applications in the U.S. High profile
government-led efforts to clean-up projects
further developed the technology. These
included the Department of Energy-led
project in Piketon, Ohio (1990s), where a
combination of SSM and thermally
enhanced vapor extraction was used to treat
trichloroethylene (TCE) contaminated
soils, and the Geiger Oil Superfund Site
where ISS and IST were used to remediate
chromium, lead, PCB and VOC
contaminated soils near Charleston, S.C.
in1994. The technology had a great impact
on the former manufactured gas plant
(MGP) industry. From the late 1800s
through the early 1900s manufactured gas
(produced from the gasification of coal) was
FEATURE ARTICLE
Soil mixing at an MGP site in northern N.Y.
Ken Andromalos, P.E., vice president, and Daniel Ruffing, EIT, project manager, Geo-Solutions
part of the U.S. EPA’s Superfund Innovative
Technology Evaluation Program, Geo-Con
also performed an ISS pilot project at a
Florida Superfund site. This was the first
U.S. EPA-led project using this technology.
In 1990, the first large scale ISS project
used single auger soil mixing equipment at
a contaminated site in Texas. By 1991,
stabilization/solidification (S/S) was the
recommended treatment technology for
over a quarter of the U.S. EPA’s national
priority sites, primarily using ex-situ
techniques. After the initial applications
succeeded, development and use of the in-
situ S/S technology (ISS) was fueled by its
advantages over alternative remediation
options including eliminating the need for
excavation support, dewatering (including
the need for treatment of contaminated
dewatering waters) and double handling of
contaminated soils.
Soil Mixing in Contaminated Soils
The term soil mixing commonly refers to
any process by which reagents (wet or dry)
are added to and mixed with unsuitable or
contaminated soils. Other terms such as
deep mixing method, shallow soil mixing,
deep soil mixing , cutter soil mixing and
trench cutting remixing deep wall are
commonly used by engineers and
contractors in the geotechnical industry to
refer to soil mixing or a particular type of
equipment. The purpose is similar: the
efficient creation of a soil-reagent
composite with improved properties
relative to the in-situ soils. Improvements
for contaminated soil mixing generally
include factors such as strength increase,
permeability reduction and contaminant
mobility reduction. Contaminated soil
mixing is commonly performed in-situ
using single axis large diameter auger
mixing with wet reagent addition. Large
diameter auger mixing in this application is
performed by pumping a liquid reagent
mixture down through a hollow drill stem
into a large auger (auger diameters in the
0.9 m to 3.7 m [3 ft to 12 ft] range) where
the fluid is allowed to exit the system via
ports on the back of the auger and is mixed
with the soils. The result is a soil column
evenly mixed or treated with the reagent.
Subsequent columns are installed in an
overlapping pattern to confirm 100%
coverage of the target treatment area. In the
geoenvironmental industry, the terms used
to describe the application of soil mixing to
the stabilization/solidification and
treatment of contaminated soils are in-situ
stabilization/solidification (ISS) and in-situ
(chemical) treatment (IST).
The Nov/Dec 2013 Deep Foundations
magazine included a brief overall history of
deep mixing methods focused on soil
mixing to solve geotechnical problems. Soil
mixing of contaminated soils originated in
the United States in 1988 when Geo-Con
installed the first non-structural DSM
containment wall to isolate PCB-
contaminated soils and groundwater from
a nearby river. The firm installed the wall
using the first U.S. manufactured multi-
auger soil mixing drill. In the same year,
Contaminated Soil Mixing History
DEEP FOUNDATIONS • MAR/APR 2014 • 5756 • DEEP FOUNDATIONS • MAR/APR 2014
the source of light and heat for most major
cities. The process of creating manufac-
tured gas created a significant amount of
wastes, the most prevalent of which were
coal tars. Despite efforts to containerize the
coal tar in subsurface holding tanks, pure
product and by-products (benzene,
toluene, ethylbenzene, xylene, among
others) migrated into the soils and
groundwater beneath and surrounding
MGPs. Some sources state that at one point
in the U.S. over 50,000 MGPs were
operating. Tens of thousands of these sites
still have heavily impacted subsurfaces. The
ISS technology using soil mixing has
proven to be one of the most cost-effective
and technically sound means of addressing
these sites. The Electric Power Research
Institute (EPRI), Georgia Power and other
utility owners have helped advance the
technology through paid research and by
specifying ISS for some of their MGP
projects. The major projects that helped
reinforce ISS for use on MGP sites include
the use of soil mixing for the S/S of coal tar
impacted soils on former MGP sites in
Columbus, Ga., in 1992, and Cambridge,
Mass., in 2001. Today, many major electric
utilities have programs to remediate their
MGP sites using the soil mixing technology.
Soil mixed walls to contain contaminated
soil and prevent lateral migration of
contaminated groundwater are installed
using the same equipment and techniques
that are used in geotechnical applications.
However, these walls are installed to be
non-structural by design. Instead of
Containment Walls
Conceptual stabilized monolith’s impact on groundwater flow
strength improvement, the primary design
parameter is horizontal permeability
reduction. These walls are preferred over
other more conventional, and often less
expensive, cutoff wall types (e.g., slurry
trench cutoff walls) where there is an
elevated safety risk from exposure to
harmful constituents. Examples of early
applications of cutoff walls include two
projects involving the containment of
chemical warfare material with the
included risk of encountering unexploded
ordnances at a former U.S. Army facility in
1999. A more recent application involved
installing a DSM wall at a DOE facility to
contain tritium contamination in 2011.
In-situ solidification/stabilization (ISS)
refers to processes that utilize a binding
agent to manipulate the physical properties
of contaminated soils in place. In most
cases, ISS leaves the contaminants
chemically unaltered, but their impact on
the surrounding subsurface is greatly
reduced. ISS is the most common form of
soil mixing used for contaminated soil
remediation and Portland cement is by far
the most common binding reagent used.
Other common reagents include blast
furnace slag, fly ash, activated carbon,
bentonite clay and organophilic clay. Many
of these reagents are used in combination
with Portland cement to achieve property
improvements that would not be possible
if Portland cement were used alone. The
most common improvement objectives for
ISS projects are permeability reduction and
strength increase, but contaminant
mobility reduction objectives are
becoming more common.
In terms of volume mixed, the most
common appl ica t ion o f ISS for
contaminated soil remediation is for the
remediation of DNAPL (dense non-
aqueous phase liquids, those denser than
water) impacted soils resulting from former
manufactured gas plant (MGP) or wood
treating operations. ISS has found wide-
scale use in these applications because
other remediation alternatives are limited
by the properties of the coal tar and
creosote byproducts found on these sites,
both of which are viscous DNAPL materials
at the temperature ranges found in the
subsurface. Excavation and disposal can be
a competitive alternative to ISS for the
remediation of these sites in terms of cost
and treatment efficacy, but excavation and
disposal cause greater impact to the
surrounding community in nuisance
odors, public health concerns and
increased truck traffic than ISS. MGPs are
commonly located in heavily traveled
former industrial or commercial centers
that have since been converted into mixed-
use res ident i a l and commerc ia l
neighborhoods that are sensitive to the
impacts caused by excavation and disposal
operations. ISS has become an accepted
alternative for MGP and wood treating site
remediation, and in many cases, the
preferred alternative.
In 2012, ISS was used to remediate MGP
impacted soils in Sacramento, Calif. On this
project, ISS with Portland cement and
granular regenerated activated carbon was 3used to S/S 31,000 m (41,000 cu yds) of
coal tar impacted soils down to a maximum
depth of 12 m (40 ft) below ground surface.
This was the first documented use of ISS for
an MGP site remediation in California.
Another recent use of ISS was for the S/S of
wood treating impacted soils in
Portsmouth, Va. On this project, ISS with
Portland cement and organophillic clay was 3used to S/S 36,000 m (47,000 cu yds) of
creosote impacted soils to depths ranging
from 2.4 to 8.2 m (8 to 27 ft). This work was
overseen by the Norfolk District of the U.S.
Army Corps of Engineers.
In-situ treatment (IST) refers to processes
that use reagents to purposely alter harmful
contaminants in place. In some cases, IST
converts contaminants into inert
compounds, and in other cases into less
harmful compounds. IST is generally
performed using one of two chemical
processes, chemical oxidation or chemical
reduction, referred to as in-situ chemical
In-situ Treatment
oxidation (ISCO) and in-situ chemical
reduction (ISCR). Treatment objectives
vary widely, ranging from contaminant
mass reduction to complete contaminant
mass destruction. Common reagents
include zero valent iron (ZVI), potassium
permanganate, sodium persulfate, ferrous
sulfate, calcium polysulfide, biological
nutrients and hot air. Commonly, other
reagents are injected with the main reagent
to catalyze the chemical reaction. These
other catalyzing reagents include lime,
soda ash, quick lime and phosphoric acid.
The widest application of IST to con-
taminated soil remediation has been in the
use of ZVI and bentonite clay added to
remediate chlorinated solvent impacted
soil. The concept of using ZVI delivered in a
bentonite slurry via soil mixing was
developed and patented by DuPont in the
early 90s. DuPont has since donated the
patent and royalty rights to Colorado State
University. In the authors’ experience, the
Large diameter soil mixing augers
Soil mixing with potassium permanganate
DEEP FOUNDATIONS • MAR/APR 2014 • 5756 • DEEP FOUNDATIONS • MAR/APR 2014
the source of light and heat for most major
cities. The process of creating manufac-
tured gas created a significant amount of
wastes, the most prevalent of which were
coal tars. Despite efforts to containerize the
coal tar in subsurface holding tanks, pure
product and by-products (benzene,
toluene, ethylbenzene, xylene, among
others) migrated into the soils and
groundwater beneath and surrounding
MGPs. Some sources state that at one point
in the U.S. over 50,000 MGPs were
operating. Tens of thousands of these sites
still have heavily impacted subsurfaces. The
ISS technology using soil mixing has
proven to be one of the most cost-effective
and technically sound means of addressing
these sites. The Electric Power Research
Institute (EPRI), Georgia Power and other
utility owners have helped advance the
technology through paid research and by
specifying ISS for some of their MGP
projects. The major projects that helped
reinforce ISS for use on MGP sites include
the use of soil mixing for the S/S of coal tar
impacted soils on former MGP sites in
Columbus, Ga., in 1992, and Cambridge,
Mass., in 2001. Today, many major electric
utilities have programs to remediate their
MGP sites using the soil mixing technology.
Soil mixed walls to contain contaminated
soil and prevent lateral migration of
contaminated groundwater are installed
using the same equipment and techniques
that are used in geotechnical applications.
However, these walls are installed to be
non-structural by design. Instead of
Containment Walls
Conceptual stabilized monolith’s impact on groundwater flow
strength improvement, the primary design
parameter is horizontal permeability
reduction. These walls are preferred over
other more conventional, and often less
expensive, cutoff wall types (e.g., slurry
trench cutoff walls) where there is an
elevated safety risk from exposure to
harmful constituents. Examples of early
applications of cutoff walls include two
projects involving the containment of
chemical warfare material with the
included risk of encountering unexploded
ordnances at a former U.S. Army facility in
1999. A more recent application involved
installing a DSM wall at a DOE facility to
contain tritium contamination in 2011.
In-situ solidification/stabilization (ISS)
refers to processes that utilize a binding
agent to manipulate the physical properties
of contaminated soils in place. In most
cases, ISS leaves the contaminants
chemically unaltered, but their impact on
the surrounding subsurface is greatly
reduced. ISS is the most common form of
soil mixing used for contaminated soil
remediation and Portland cement is by far
the most common binding reagent used.
Other common reagents include blast
furnace slag, fly ash, activated carbon,
bentonite clay and organophilic clay. Many
of these reagents are used in combination
with Portland cement to achieve property
improvements that would not be possible
if Portland cement were used alone. The
most common improvement objectives for
ISS projects are permeability reduction and
strength increase, but contaminant
mobility reduction objectives are
becoming more common.
In terms of volume mixed, the most
common appl ica t ion o f ISS for
contaminated soil remediation is for the
remediation of DNAPL (dense non-
aqueous phase liquids, those denser than
water) impacted soils resulting from former
manufactured gas plant (MGP) or wood
treating operations. ISS has found wide-
scale use in these applications because
other remediation alternatives are limited
by the properties of the coal tar and
creosote byproducts found on these sites,
both of which are viscous DNAPL materials
at the temperature ranges found in the
subsurface. Excavation and disposal can be
a competitive alternative to ISS for the
remediation of these sites in terms of cost
and treatment efficacy, but excavation and
disposal cause greater impact to the
surrounding community in nuisance
odors, public health concerns and
increased truck traffic than ISS. MGPs are
commonly located in heavily traveled
former industrial or commercial centers
that have since been converted into mixed-
use res ident i a l and commerc ia l
neighborhoods that are sensitive to the
impacts caused by excavation and disposal
operations. ISS has become an accepted
alternative for MGP and wood treating site
remediation, and in many cases, the
preferred alternative.
In 2012, ISS was used to remediate MGP
impacted soils in Sacramento, Calif. On this
project, ISS with Portland cement and
granular regenerated activated carbon was 3used to S/S 31,000 m (41,000 cu yds) of
coal tar impacted soils down to a maximum
depth of 12 m (40 ft) below ground surface.
This was the first documented use of ISS for
an MGP site remediation in California.
Another recent use of ISS was for the S/S of
wood treating impacted soils in
Portsmouth, Va. On this project, ISS with
Portland cement and organophillic clay was 3used to S/S 36,000 m (47,000 cu yds) of
creosote impacted soils to depths ranging
from 2.4 to 8.2 m (8 to 27 ft). This work was
overseen by the Norfolk District of the U.S.
Army Corps of Engineers.
In-situ treatment (IST) refers to processes
that use reagents to purposely alter harmful
contaminants in place. In some cases, IST
converts contaminants into inert
compounds, and in other cases into less
harmful compounds. IST is generally
performed using one of two chemical
processes, chemical oxidation or chemical
reduction, referred to as in-situ chemical
In-situ Treatment
oxidation (ISCO) and in-situ chemical
reduction (ISCR). Treatment objectives
vary widely, ranging from contaminant
mass reduction to complete contaminant
mass destruction. Common reagents
include zero valent iron (ZVI), potassium
permanganate, sodium persulfate, ferrous
sulfate, calcium polysulfide, biological
nutrients and hot air. Commonly, other
reagents are injected with the main reagent
to catalyze the chemical reaction. These
other catalyzing reagents include lime,
soda ash, quick lime and phosphoric acid.
The widest application of IST to con-
taminated soil remediation has been in the
use of ZVI and bentonite clay added to
remediate chlorinated solvent impacted
soil. The concept of using ZVI delivered in a
bentonite slurry via soil mixing was
developed and patented by DuPont in the
early 90s. DuPont has since donated the
patent and royalty rights to Colorado State
University. In the authors’ experience, the
Large diameter soil mixing augers
Soil mixing with potassium permanganate
58 • DEEP FOUNDATIONS • MAR/APR 2014
peroxide mixed with the soils, down to a
maximum depth of 8.2 m (27 ft), in
conjunction with fertilizer nutrients and
phosphoric acid. Prior to the treatment
“polishing step,” designed to enhance long
term biodegradation, a significant amount
of the acetone was stripped from the soils
using hot air soil mixing.
Potential Future Trends and Conclusions
• Increased scrutiny of sustainability related metrics in remedial method evaluation.
• A shift from S/S to treatment as regulators target gross concentration reduction rather
than impact reduction.
• Increased application of ISS to the in-place remediation of saturated sediments. (See
recent EPRI research, including information on the recent pilot study completed in
Springfield, Mass., in 2013).
• Increased viability of ISS to more sites as more applicable leaching/diffusion tests are
accepted. See the new EPA LEAF tests (methods 1313 – 1316) and the ITRC guidance
document (2011).
• Increased application of jet grouting to environmental remediation projects.
• An increase in novel reagent combinations that will further expand the use of soil
mixing to remediate historically difficult contaminants.
• Additional equipment modification and development, including improved batch
plants, drill rigs and quality control that will make soil mixing more cost effective.
The current practices in the soil mixing of contaminated soils were developed over 30
plus years. The technology has been used to stabilize, treat and contain contaminated soils.
The geoenvironmental industry has embraced this technology, particularly over the last 5
to 10 years, and should continue to support soil mixing for contaminated soil remediation.
Better overall understanding of this technology by designers, acceptance of this technology
by environmental regulators, the use of more realistic contaminant leaching methods, and
the further refinement of equipment, technique, and quality control procedures will help
further the growth of this technology.
Close-up of soils mixed with potassium permanganate
application of the ZVI/clay technology to
solve environmental remediation problems
has seen significant increase over the last half
decade, after a relatively quiet period since
the initial applications in the early to mid-90s.
The ZVI/clay soil mixing technology
was used in 2011 to treat a TCE impacted
source zone on the OMC Superfund Site in
Waukegan, Ill. On the Waukegan project,
the ZVI was delivered and mixed with the
soils using a large diameter soil mixing rig
in a mixture with bentonite and water. On 3that project, approximately 6,500 m
(8,500 cu yds) of impacted soils were
treated down to a maximum depth of 7.2 m
(24 ft) BGS. Additionally, ISCR with the
ZVI/clay technology was used in 2012 to
treat PCE impacted soils at a former
wastewater lagoon that contained wastes
from a former industrial dry cleaning
facility in Alberta, Canada. The Alberta 3project included soil mixing 7,500 m
(9,800 cu yds) down to a maximum depth
of 8 m (26 ft).
Less common uses of IST include
oxidizing chlorinated solvents and other
volatile contaminants through adding
oxidants with or without catalysts. ISCO
performed with soil mixing has grown
rapidly over the last half decade as
engineers and owners have adapted the
technology to solve problematic sites. Soil
mixing offers numerous benefits over other
methods of performing IST, including the
potential for a reduced construction
schedule, a reduced cost, a reduced carbon
footprint, and improved contact between
the reagent and contaminated media in a
low permeability or fractured subsurface.
IST was used in combination in 2010 3with ISS for the ISCO and S/S of 5,700 m
(7,500 cu yds) of TCE impacted soils down
to a maximum depth of 5.8 m (19 ft) in East
Rutherford, N.J. Potassium permanganate
was used as the oxidant on that project. On
another project, in Robbinsville, N.J., in
2011, a base-catalyzed sodium persulfate
treatment was used on xylene and pesticide
impacted soils. The soil mixing in Robbins-3ville included treating 2,100 m (2,800 cu
yds) down to 4.6 m (15 ft) BGS. ISCO was
also used in Norwich, N.Y. (2012) in
combination with hot air stripping to treat
acetone impacted soils. The treatment
reagent used in Norwich, N.Y. was calcium
DEEP FOUNDATIONS • MAR/APR 2014 • 59
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EQUIPMENT CORPORATION OF AMERICA
B U I L D I N G F O U N D A T I O N S S I N C E 1 9 1 8
TORONTO 166 Bentworth Ave Toronto, Ontario M6A 1P7 P 416.787.4259 F 416.787.4362
WASHINGTON, D.C. 6300 Foxley Road Upper Marlboro, MD 20772 P 301.599.1300 F 301.599.1597
PHILADELPHIA PO Box 837 Aldan, PA 19018 P 610.626.2200 F 610.626.2245
PITTSBURGH PO Box 306 Coraopolis, PA 15108 P 412.264.4480 F 412.264.1158
BUILDING A POSITIVE FUTURETOGETHER
BUILDING A POSITIVE FUTURETOGETHER
P R O V E N E X P E R T I S E
ECA is consistently represented on nearly every major and high profile project across the U.S and Canada, and in a variety of capacities. Our success stems from the diversity of our product lines, our best-in-class service and our specialized knowledge to adapt equipment to a variety of projects.
This knowledge and demonstrated success has placed our employees and equipment in crucial roles when and where they are needed the most. Like the widening projects on the Pennsylvania and New Jersey Turnpikes, Ground Zero, levee restoration in the Gulf after Hurricane Katrina, and the post-collapse replacement of the Mississippi River Bridge in Minneapolis. Stadiums? We have had our equipment on basically every major stadium built east of the Mississippi. Environmentally sensitive projects? We have solved customer problems where local emission standards have exceeded Federal EPA standards or where the use of biodegradable and synthetic oils are required.
S E R V I C E S & T E C H N O L O G I E S
➭ New and Used Equipment Sales and Rentals➭ Large Diameter Drill Rigs➭ Soil Mixing@ Slurry Wall Equipment➭ Earth Retention & Micropile Drills➭ Fixed & Telescopic Mast Mobile Piling Rigs➭ Pile Driving Equipment - Diesel
- Air
- Hydraulic Impact
- Free Hanging Vibratory Hammers
- Excavator Mounted Vibratory Hammers
➭ Drilling Tools and Accessories➭ Overburden Drilling Systems➭ Sectional Casing Systems ➭ Equipment Service and Rebuilding ➭ Welding & Fabricating➭ Field Service Fleet➭ Parts, Accessories, Replacement Drill Teeth
Equipment Corporation of America (ECA) was founded in 1918 as a provider of construction, industrial and material handling equipment. Today, ECA focuses primarily on the Foundation Industry and is a premier distributor of Drilling Equipment for Large Diameter Drilled Shafts, Small Diameter Drills for Earth Retention, Dedicated Piling Rigs and Pile Driving Equipment and Accessories. We offer a full array of new equipment manufactured by the Bauer Machine Group and Affiliated companies, supports a large and diverse rental fleet, and provides parts and service from their five locations. Just as in 1918, ECA is the premier provider of reliable and innovative products, services and solutions to the construction industry.
Find out how we can build a foundation together. 1.800.PILE-USA -or- www.ecanet.com
AUTHORIZED DEALER:
EQUIPMENT CORPORATION OF AMERICA
B U I L D I N G F O U N D A T I O N S S I N C E 1 9 1 8
TORONTO 166 Bentworth Ave Toronto, Ontario M6A 1P7 P 416.787.4259 F 416.787.4362
WASHINGTON, D.C. 6300 Foxley Road Upper Marlboro, MD 20772 P 301.599.1300 F 301.599.1597
PHILADELPHIA PO Box 837 Aldan, PA 19018 P 610.626.2200 F 610.626.2245
PITTSBURGH PO Box 306 Coraopolis, PA 15108 P 412.264.4480 F 412.264.1158
BUILDING A POSITIVE FUTURETOGETHER
BUILDING A POSITIVE FUTURETOGETHER
P R O V E N E X P E R T I S E
ECA is consistently represented on nearly every major and high profile project across the U.S and Canada, and in a variety of capacities. Our success stems from the diversity of our product lines, our best-in-class service and our specialized knowledge to adapt equipment to a variety of projects.
This knowledge and demonstrated success has placed our employees and equipment in crucial roles when and where they are needed the most. Like the widening projects on the Pennsylvania and New Jersey Turnpikes, Ground Zero, levee restoration in the Gulf after Hurricane Katrina, and the post-collapse replacement of the Mississippi River Bridge in Minneapolis. Stadiums? We have had our equipment on basically every major stadium built east of the Mississippi. Environmentally sensitive projects? We have solved customer problems where local emission standards have exceeded Federal EPA standards or where the use of biodegradable and synthetic oils are required.
S E R V I C E S & T E C H N O L O G I E S
➭ New and Used Equipment Sales and Rentals➭ Large Diameter Drill Rigs➭ Soil Mixing@ Slurry Wall Equipment➭ Earth Retention & Micropile Drills➭ Fixed & Telescopic Mast Mobile Piling Rigs➭ Pile Driving Equipment - Diesel
- Air
- Hydraulic Impact
- Free Hanging Vibratory Hammers
- Excavator Mounted Vibratory Hammers
➭ Drilling Tools and Accessories➭ Overburden Drilling Systems➭ Sectional Casing Systems ➭ Equipment Service and Rebuilding ➭ Welding & Fabricating➭ Field Service Fleet➭ Parts, Accessories, Replacement Drill Teeth
Equipment Corporation of America (ECA) was founded in 1918 as a provider of construction, industrial and material handling equipment. Today, ECA focuses primarily on the Foundation Industry and is a premier distributor of Drilling Equipment for Large Diameter Drilled Shafts, Small Diameter Drills for Earth Retention, Dedicated Piling Rigs and Pile Driving Equipment and Accessories. We offer a full array of new equipment manufactured by the Bauer Machine Group and Affiliated companies, supports a large and diverse rental fleet, and provides parts and service from their five locations. Just as in 1918, ECA is the premier provider of reliable and innovative products, services and solutions to the construction industry.
Find out how we can build a foundation together. 1.800.PILE-USA -or- www.ecanet.com
AUTHORIZED DEALER:
DEEP FOUNDATIONS • MAR/APR 2014 • 63
AUTHORS
FEATURE ARTICLE
Mill Creek landslide project site (Photo courtesy of Glenn O. Hawbaker, Inc.)
Kessi E. Zicko, P.E., and Paul J. Lewis, P.E., Gannett Fleming, Inc. andRobert E. Johnson, P.E., Pennsylvania Department of Transportation
habitat for the timber rattlesnake and an
area of archaeological interest. Further-
more, it minimized impacts to reservoir
storage capacity and slope restoration due
to fill placement.
The landslide extended approximately
600 ft (183 m) along the length of highway
and spanned an average distance of about
300 ft (91 m) from the scarp toward the
reservoir. Instability occurred in the
portion of the highway embankment that
had been constructed at a slope angle of
1.75H:1V. Field reconnaissance was per-
formed to identify landslide features, and
an exploration/instrumentation program
was conducted in summer 2011 to
investigate subsurface conditions and
identify the location of the failure plane.
Site Conditions
The Mill Creek landslide occurred along the
lower portion of the southbound embank-
ment of State Route 15 adjacent to the Tioga
Reservoir in north central Pennsylvania.
Engineers from the Pennsylvania Depart-
ment of Transportation (PennDOT)
observed a scarp following heavy rains and
snow melt in spring 2011. Although they
saw no damage to the highway, its close
proximity to the road posed a concern for
the long-term stability.
Gannett Fleming evaluated several
alternatives to stabilize the slope and, with
concurrence from PennDOT, selected
driven steel H-piles based on construction
costs and site impacts. The chosen design
minimized land disturbance by using an
existing, inactive roadbed along the toe of
the embankment for the footprint of the
piles. This design avoided wetlands,
Stabilizing the Mill Creek Landslide With Steel H-piles
The program included:
• Seventeen borings aligned along two
cross-sections
• Two open standpipes and four vibrating
wire piezometers
• Ten inclinometers
• Two geophysical lines in the toe region
• Laboratory testing
Soils within the embankment footprint were
typically medium to very dense, granular
materials. In the toe area, the subsurface
profile consisted of a surficial granular layer
overlying glacial lake sediments, which
were underlain by glacial outwash, till and
eventually bedrock. Two natural conditions
in the toe region contributed to slope
instability: 1) artesian pressures up to 5 ft
(1.5 m) above ground surface carried in the
DEEP FOUNDATIONS • MAR/APR 2014 • 6564 • DEEP FOUNDATIONS • MAR/APR 2014
Variable Station 1300+00 Station 1303+00
F 50 kips/ft 729 kN/m 75 kips/ft 1,094 kN/mh
s 6 ft 1.8 m 6 ft 1.8 m
r 3 rows 3 rows 4 rows 4 rows
l 25 ft 7.6 m 35 ft 10.7 m
Calculated P 667 lbs/in 1,168 N/cm 536 lbs/in 939 N/cmh
geometry of the failure plane was favorable
to inserting one row of piles spaced 1 ft
(0.3 m) center-to-center along the embank-
ment length near the toe of slope. This
spacing allowed the pile load to be eval-
uated on a per unit length basis and then
distributed onto individual piles based on
spacing and number of rows of piles.
Required lateral pile loads of 50 and
75 kips per ft (kpf) (729 and 1094 kN/m) of
embankment length were calculated at two
representative sections.
An important consideration during design
was the relationship between the required
lateral load from the slope stability based
on limit equilibrium analyses and design of
Limit Equilibrium and LRFD
Slope Stability AnalysesThe project team performed slope stability
analyses initially to evaluate the deformed
slope condition and to calibrate the selec-
tion of soil parameters. The model included
a band of residual strengths along the exist-
ing failure plane to represent the weaker
shear strength of soils that had experienced
deformation. Maintaining the laboratory
test values for the silt layer, back analyses
were then conducted to adjust parameters
of other soil strata until the model was
calibrated to a factor of safety of 1.0.
The engineers subsequently added
vertical structural elements (i.e., piles) to
the calibrated model and applied different
lateral pile resistances at the failure plane to
achieve a target factor of safety of 1.3. The
ResultsFor the selected HP 12x53 pile, the
factored moment and shear resistances and
the results of the computer analyses appear
in Table 2. For the triangularly distributed
lateral load applied to the piles, the
controlling design criterion was moment,
not shear. Although we did not evaluate
deflection under the service limit state, the
maximum pile deflection was 3.4 in (9 cm)
under the strength limit state. The pile
length required to extend below the failure
plane was conservatively selected as 10 ft
(3.0 m) although lesser depths satisfied pile
tip fixity requirements.
The MASW survey provided a
continuous subsurface profile for estima-
tion of the minimum embedment depths
required for lateral pile stability (Figure 2).
The engineers aligned the piles along seven
straight-lined chords over a distance
of 780 ft (238 m) along Old S.R. 15.
We specified test piles to be
driven for verification of the design
lengths before procurement of the
project’s entire 462 piles. The test
piles were 10 ft (3.0 m) longer than
the estimated lengths of the stabiliz-
ation piles to help ensure penetration
into the competent soil stratum. The
test piles were not load tested, but a
pile driving analyzer was used to
monitor driving stresses in the piles.
Variable Station 1300+00 Station 1303+00
M 696 kip·in 79 kN·m 1,744 kip·in 197 kN·mMAX
V -10 kips -44 kN 41 kips 182 kNMAX
glacial outwash and 2) a zone of very soft
glacial lake sediment. Figure 1 shows the
critical cross-section for analysis.
To estimate the extent of the very soft
glacial lake sediment, we conducted a
geophysical survey using the Multichannel
Analysis of Surface Waves (MASW)
technique, which measures the elastic
condition (stiffness) of the ground. The
results of the survey are shown in Figure 2.
Laboratory testing indicated that the
glacial lake deposits classified as silt (ML)
and frequently had natural moisture
contents greater than their liquid limits.
Based on direct shear and consolidated-
undrained triaxial shear strength tests, the
angles of internal friction for the silt layer
were 25º (peak) and 16.4º (residual).
Engineers have monitored the
piezometers and inclinometers since their
installation. The four inclinometers along
the S.R. 15 roadway above the head scarp
have shown no slope movement. The six
inclinometers located on the embankment
below the scarp and within the toe area
have indicated slope deformations up to
1.3 in (3.3 cm). In conjunction with the
field identified scarp and toe bulge, the
measured depths of movement in the
inclinometers provided an estimate of the
location of the failure surface. As shown in
Figure 1, the failure surface was wedge
shaped and followed near the bottom of the
lake deposits.
the pile based on load and resistance factor
design (LRFD). We considered pile loads
that resulted in a factor of safety of 1.3 to be
factored loads for the strength limit state.
Computer analyses, therefore, were used to
evaluate the structural pile integrity
(moment and shear criteria) under the
strength limit state.
We considered a factor of safety of 1.0
for slope stability to correspond to the
service limit state, and design guidelines
indicate that the deflection of piles should
be evaluated under this case. Because the
slope stability model was calibrated to 1.0
without piles, deflection under the service
limit state was not evaluated.
The lateral resistance of soil is dependent
upon soil conditions and pile configura-
tions, and is represented in computer
models using soil response (p-y)
curves. To account for the installation
of the piles within an active landslide,
the engineers reduced the lateral soil
resistance above the failure plane by
applying a p-multiplier of 0.231 in
the analyses. This p-multiplier was a
function of the factor of safety for
slope stability of the soil mass
downslope of the piles, pile spacing
and pile diameter. Soils below the
failure plane were assumed to
provide full lateral resistance.
The engineers conducted lateral pile
analyses using numerous pile config-
urations, center-to-center spacings, and
sizes to determine the most economical
design. Steel HP12X53 piles driven at 6 ft
(1.8 m) centers and in three to four rows,
depending on location along the slide area,
were the most cost-effective option.
Engineers modeled corrosion by reduc-
ing all pile surfaces by 1/16 in (1.6 mm)
and then basing the width, area and
moment of inertia on the reduced pile sec-
tions. The top of the piles behaved in a free
head condition in the lateral pile analyses.
Soil Resistance
Pile Properties
Lateral Load DistributionThe point loads from the slope stability
analyses were triangularly distributed along
the length of the H-piles starting at zero at
the ground surface and increasing to the
intersection of the failure plane (Figure 3).
Engineers determined distribution of the
lateral load on an individual pile by the
following equation and as shown in Table 1:
F (s/r) = ½ l (P )h h
Where:
F = lateral load per unit length of embank-h
ment required by slope stability analysis
s = center-to-center pile spacing
r = number of rows of piles
l = distance from ground surface to failure
plane
P = distributed lateral load at the failure h
plane for use in lateral pile analyses
Figure 1. Subsurface profile along the critical cross-section at Station 1303+00
Figure 3. Distribution of lateral load on a pile
Figure 2. Geophysical MASW subsurface profile along Old S.R. 15 at toe of embankment
Table 1. Distribution of lateral loads for pile design
Table 2. Results of pile analyses for strength limit state
M = Resisting moment of pile = 1,983 kip·in (224 kN·m)R
M = Maximum applied moment in pileMAX
V = Resisting shear force of pile = 98 kips (436 kN)R
V = Maximum applied shear load on pileMAX
DEEP FOUNDATIONS • MAR/APR 2014 • 6564 • DEEP FOUNDATIONS • MAR/APR 2014
Variable Station 1300+00 Station 1303+00
F 50 kips/ft 729 kN/m 75 kips/ft 1,094 kN/mh
s 6 ft 1.8 m 6 ft 1.8 m
r 3 rows 3 rows 4 rows 4 rows
l 25 ft 7.6 m 35 ft 10.7 m
Calculated P 667 lbs/in 1,168 N/cm 536 lbs/in 939 N/cmh
geometry of the failure plane was favorable
to inserting one row of piles spaced 1 ft
(0.3 m) center-to-center along the embank-
ment length near the toe of slope. This
spacing allowed the pile load to be eval-
uated on a per unit length basis and then
distributed onto individual piles based on
spacing and number of rows of piles.
Required lateral pile loads of 50 and
75 kips per ft (kpf) (729 and 1094 kN/m) of
embankment length were calculated at two
representative sections.
An important consideration during design
was the relationship between the required
lateral load from the slope stability based
on limit equilibrium analyses and design of
Limit Equilibrium and LRFD
Slope Stability AnalysesThe project team performed slope stability
analyses initially to evaluate the deformed
slope condition and to calibrate the selec-
tion of soil parameters. The model included
a band of residual strengths along the exist-
ing failure plane to represent the weaker
shear strength of soils that had experienced
deformation. Maintaining the laboratory
test values for the silt layer, back analyses
were then conducted to adjust parameters
of other soil strata until the model was
calibrated to a factor of safety of 1.0.
The engineers subsequently added
vertical structural elements (i.e., piles) to
the calibrated model and applied different
lateral pile resistances at the failure plane to
achieve a target factor of safety of 1.3. The
ResultsFor the selected HP 12x53 pile, the
factored moment and shear resistances and
the results of the computer analyses appear
in Table 2. For the triangularly distributed
lateral load applied to the piles, the
controlling design criterion was moment,
not shear. Although we did not evaluate
deflection under the service limit state, the
maximum pile deflection was 3.4 in (9 cm)
under the strength limit state. The pile
length required to extend below the failure
plane was conservatively selected as 10 ft
(3.0 m) although lesser depths satisfied pile
tip fixity requirements.
The MASW survey provided a
continuous subsurface profile for estima-
tion of the minimum embedment depths
required for lateral pile stability (Figure 2).
The engineers aligned the piles along seven
straight-lined chords over a distance
of 780 ft (238 m) along Old S.R. 15.
We specified test piles to be
driven for verification of the design
lengths before procurement of the
project’s entire 462 piles. The test
piles were 10 ft (3.0 m) longer than
the estimated lengths of the stabiliz-
ation piles to help ensure penetration
into the competent soil stratum. The
test piles were not load tested, but a
pile driving analyzer was used to
monitor driving stresses in the piles.
Variable Station 1300+00 Station 1303+00
M 696 kip·in 79 kN·m 1,744 kip·in 197 kN·mMAX
V -10 kips -44 kN 41 kips 182 kNMAX
glacial outwash and 2) a zone of very soft
glacial lake sediment. Figure 1 shows the
critical cross-section for analysis.
To estimate the extent of the very soft
glacial lake sediment, we conducted a
geophysical survey using the Multichannel
Analysis of Surface Waves (MASW)
technique, which measures the elastic
condition (stiffness) of the ground. The
results of the survey are shown in Figure 2.
Laboratory testing indicated that the
glacial lake deposits classified as silt (ML)
and frequently had natural moisture
contents greater than their liquid limits.
Based on direct shear and consolidated-
undrained triaxial shear strength tests, the
angles of internal friction for the silt layer
were 25º (peak) and 16.4º (residual).
Engineers have monitored the
piezometers and inclinometers since their
installation. The four inclinometers along
the S.R. 15 roadway above the head scarp
have shown no slope movement. The six
inclinometers located on the embankment
below the scarp and within the toe area
have indicated slope deformations up to
1.3 in (3.3 cm). In conjunction with the
field identified scarp and toe bulge, the
measured depths of movement in the
inclinometers provided an estimate of the
location of the failure surface. As shown in
Figure 1, the failure surface was wedge
shaped and followed near the bottom of the
lake deposits.
the pile based on load and resistance factor
design (LRFD). We considered pile loads
that resulted in a factor of safety of 1.3 to be
factored loads for the strength limit state.
Computer analyses, therefore, were used to
evaluate the structural pile integrity
(moment and shear criteria) under the
strength limit state.
We considered a factor of safety of 1.0
for slope stability to correspond to the
service limit state, and design guidelines
indicate that the deflection of piles should
be evaluated under this case. Because the
slope stability model was calibrated to 1.0
without piles, deflection under the service
limit state was not evaluated.
The lateral resistance of soil is dependent
upon soil conditions and pile configura-
tions, and is represented in computer
models using soil response (p-y)
curves. To account for the installation
of the piles within an active landslide,
the engineers reduced the lateral soil
resistance above the failure plane by
applying a p-multiplier of 0.231 in
the analyses. This p-multiplier was a
function of the factor of safety for
slope stability of the soil mass
downslope of the piles, pile spacing
and pile diameter. Soils below the
failure plane were assumed to
provide full lateral resistance.
The engineers conducted lateral pile
analyses using numerous pile config-
urations, center-to-center spacings, and
sizes to determine the most economical
design. Steel HP12X53 piles driven at 6 ft
(1.8 m) centers and in three to four rows,
depending on location along the slide area,
were the most cost-effective option.
Engineers modeled corrosion by reduc-
ing all pile surfaces by 1/16 in (1.6 mm)
and then basing the width, area and
moment of inertia on the reduced pile sec-
tions. The top of the piles behaved in a free
head condition in the lateral pile analyses.
Soil Resistance
Pile Properties
Lateral Load DistributionThe point loads from the slope stability
analyses were triangularly distributed along
the length of the H-piles starting at zero at
the ground surface and increasing to the
intersection of the failure plane (Figure 3).
Engineers determined distribution of the
lateral load on an individual pile by the
following equation and as shown in Table 1:
F (s/r) = ½ l (P )h h
Where:
F = lateral load per unit length of embank-h
ment required by slope stability analysis
s = center-to-center pile spacing
r = number of rows of piles
l = distance from ground surface to failure
plane
P = distributed lateral load at the failure h
plane for use in lateral pile analyses
Figure 1. Subsurface profile along the critical cross-section at Station 1303+00
Figure 3. Distribution of lateral load on a pile
Figure 2. Geophysical MASW subsurface profile along Old S.R. 15 at toe of embankment
Table 1. Distribution of lateral loads for pile design
Table 2. Results of pile analyses for strength limit state
M = Resisting moment of pile = 1,983 kip·in (224 kN·m)R
M = Maximum applied moment in pileMAX
V = Resisting shear force of pile = 98 kips (436 kN)R
V = Maximum applied shear load on pileMAX
66 • DEEP FOUNDATIONS • MAR/APR 2014
SummaryEngineers designed steel piles to stabilize a
highway embankment slope in northern
Pennsylvania. They conducted slope stability
modeling to determine the lateral pile load
required to obtain a factor of safety of 1.3,
which was triangularly distributed from the
top of the piles to the failure plane for the
LRFD lateral pile design. To account for
installing piles within a landslide, the lateral
soil resistance for soils above the failure
plane was reduced using a p-multiplier.
Based on lateral pile analyses and cost, the
design called for Grade 50 HP12x53 steel
piles to be driven at 6 ft (1.8 m) centers and
in three and four rows. A geophysical survey
provided a continuous subsurface profile
that was successfully used to estimate pile
lengths over a distance of approximately 780 ft
(238 m) along the toe of the embankment.
The results of the test pile program are
shown in Figure 2. Pile driving blow counts
were generally less than 10 blows per ft (33
blows per meter) as the pile advanced
through surficial soils and glacial lake deposits.
Blow counts increased as underlying soils
improved, and the estimated blow count
indicating competent material was 20 bpf
(66 bpm). The pile driving analyzer (PDA)
results showed similar trends in resistance.
An aerial view of the pile driving program is
shown at right.
The engineers specified that the piles be
driven their full lengths, or to refusal, and
adjusted the final pile layout based on the
test piles and results of production driving.
The pile lengths at the southern chord of
the project site were increased from 35 to
40 ft (10.7 to 12.2 m) as a result of the test
piles. During production driving in two
small areas, the pile driving records
indicated that competent soil was deeper
than anticipated, so we added 10 piles,
each 60 ft (18.3 m) long. Overall, this was
only a 3% increase for a project with
22,325 lineal ft (6,805 m) of piles.
Pile driving along Old S.R. 15 at the embankment toe (Photo courtesy of Glenn O. Hawbaker, Inc.)
DEEP FOUNDATIONS • MAR/APR 2014 • 67
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68 • DEEP FOUNDATIONS • MAR/APR 2014
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DEEP FOUNDATIONS • MAR/APR 2014 • 71
TECHNICAL ACTIVITIES
Committee LiaisonsThe beginning of the year is always filled
with conferences and planning meetings for
the geotechnical community. For example,
the Transportation Research Board confer-
ence (Washington, D.C.), ADSC’s (The
International Association of Foundation
Drilling) Annual Meeting (Coronado,
Calif.), DFI’s Workshop on Levee and
Coastal Rehabilitation (Miami, Fla.) and the
GeoInstitute’s GeoCongress (Atlanta, Ga.)
in February, were opportunities to be involved
in the active foundation community.
DFI’s members are involved in many
other organizations. Knowledge and
experience of members involved in other
groups can enhance DFI’s understanding of
relevant issues and changes in the industry
that affect the foundation market and
practices. DFI works closely with the
technical committees of ADSC (Anchored
Committee Webpages
New Landslide Chair, Professor Vern Schaefer
Details on committee projects, members
and publications are available through the
enhanced Technical Committee webpages
on the DFI website at www.dfi.org. Please
see the Groups tab to navigate to pages
dedicated to the activities of each of DFI’s
technical committees, regional chapters,
conference organizing committee,
operational committees, younger members
council and student chapters. All technical
committee pages contain the most recent
chairman’s report; a roster of committee
members with names, companies and
contact information; recent news; related
publications; other important news; and
instructions for joining committees. Please
visit these pages frequently as we update
information often.
We are grateful for the
continued commitment
of Technical Commit-
tee chairs and vice
chairs. Professor Vern
Schaefer of Iowa State
University has accepted
the position of chair of
DFI’s Committee on Deep Foundations for
Landslides and Slope Stabilization.
Schaefer is currently on sabbatical with the
FHWA (Federal Highway Administration)
in Washington D.C., and he led the research
team preparing the www.GeoTechTools.org
system as part of the Strategic Highway
Research Program (SHRP 2).
We thank the outgoing and inaugural
chair, Professor Erik Loehr of University of
Missouri-Columbia, who did a great job
fostering this new committee and initiating
its success. We are delighted that Loehr con-
tinues his involvement with DFI by accep-
ting a position on the Board of Trustees.
Technical Activities Update
TECHNICAL ACTIVITIES MANAGER MARY ELLEN BRUCE
Earth Retention, Drilled Shafts and the
joint ADSC-DFI Micropile Committees),
and we have a good understanding of
mutual interests and benefits of
membership. We welcome members of
relevant technical committees in other
organizations, e.g., AASHTO (American
Association of State Highway and
Transportation Officials), ACI (American
Concrete Institute), ASTM (American
Society for Testing and Materials),
GeoInstitute, USSD (U.S. Society on
Dams), and ASDSO (Association of State
Dam Safety Officials), to share their
experiences by joining a technical
committee and serving as a liaison. The
goal of having liaisons is to improve
communication between committees for
our mutual benefit. If you have interest in a
liaison position, please contact Mary Ellen
Bruce at [email protected].
COMMITTEE CHAIR MIKE MORAN
Augered Cast-in-Place Pile CommitteeThe ACIP Pile Committee was active in
2013, and has planned several activities
through 2014. Our committee last met at
SuperPile 2013 in Minneapolis, Minn., in
May and also at the DFI Annual Conference
in Phoenix, Ariz., in September. The
meetings were well attended and pro-
vided a good opportunity for members to
stay current with our many ongoing com-
mittee activities.
The committee organized a seminar in
November 2013 in New York City on the
design, installation methods and quality
control of ACIP piles and drilled
displacement (DD) piles. The seminar
comprised a morning short course and an
afternoon of case histories involving ACIP
and DD piles. The seminar closed with a
panel discussion on the use of compressed
air during augering
and the pros and cons
of hydraulic fixed
mast installation plat-
forms versus crane
attached augering rigs.
The following com-
mittee members made
this seminar a success:
• Matthew Meyer, Langan Engineering
and Environmental Services, and past
committee chair, spoke about the
evolution of the state of practice due to
technological advancements and avail-
ability of design and installation
guidance. He also discussed best
practices for quality control and con-
struction, and automated monitoring
equipment and testing methods.
74 • DEEP FOUNDATIONS • MAR/APR 2014
Augered Cast-in-Place PileMike Moran, Cajun Deep Foundations, [email protected]
Codes and StandardsThomas Gurtowski, Shannon & Wilson, [email protected]
Deep Foundations for Landslides/Slope StabilizationProf. Vern Shaefer, Iowa State [email protected]
Drilled ShaftsPaul Axtell, Dan Brown and Associates
Driven PileAndrew Verity, Gerdau
Ground ImprovementMarty Taube, [email protected]
Helical Piles and TiebacksGary Seider Chance Hubbell Power Systems, Inc. [email protected]
Marine FoundationsRick Ellman
Mueser Rutledge Consulting Engineers
MicropilesJonathan BennettBrayman Construction [email protected]
Seismic and Lateral LoadsKwabena Ofori-Awuah
KCI Technologies, [email protected]
Slurry WallsNicolas Willig, Case Foundations
Soil Mixing Dennis Boehm, Hayward Baker, [email protected]
SustainabilityMarine Lasne, Soletanche [email protected]
Testing and EvaluationDon Robertson, Applied Foundation [email protected]
Tiebacks and Soil NailingEd Laczynski, G.A. & F.C. Wagman, [email protected]
DFI Technical Committee Chairs
• Andres Baquerizo, HJ Foundation,
covered equipment, materials and tech-
niques used to construct and assure the
quality of ACIP and DD piles. He also
addressed the effects of construction
installation on foundation performance.
• Morgan NeSmith, Berkel & Company
Contractors, presented commonly
referenced design methods and
comments on these methods based on
his experience with load test results vs.
predicted performance.
• Bernie Hertlein, GEI Consultants, Inc.,
introduced current commercially
available non-destructive test (NDT)
methods for deep foundations and
reviewed their operating principles,
and their various capabilities and
limitations for ACIP and DD piles.
• Case histories were provided by NeSmith
and Satyajit Vaidya, Langan Engineer-
ing and Environmental Services.
The committee is updating the Augered
Cast-In-Place Pile Manual (originally
published in 1990, and updated in 2003).
The text updates will include evolutions in
equipment and procedures over the past
decade. Thank you to Chris Shewmaker,
Illini Drilled Foundations, who is leading
this committee-wide effort.
The ACIP Pile Committee Project Fund
project is practically complete. DFI
awarded the project to Professor Armin
Stuedlein of Oregon State University to
conduct an independent review and
analysis of available pile design
information, load testing results and
associated pile construction costs to
quantify the level of over-conservatism that
results from inappropriate acceptance
criteria commonly included in building
codes. Stuedlein submitted the project
report to the committee for approval, and
the summary will be published this year in
the DFI Journal.
Committee members Dan Stevenson
and Morgan Nesmith of Berkel &
Company have been involved in the
industry-wide effort to update Chapter 18
of the International Building Code. The
DFI Codes and Standards Committee is
working closely with representatives from
ASCE (American Society of Civil
Engineers), GeoInstitute, ASFE/GBA (The
Geoprofessional Business Association),
PDCA (Pi le Driving Contractors
Association) and ADSC (the International
Association of Foundation Drilling) to
propose responsible changes to the
foundations provisions for the betterment
of the industry.
The committee is helping to organize
the SuperPile 2014 conference in Cambridge,
Mass., June 18-20, 2014. Several abstracts
for ACIP piles and DD piles papers have
been received, and we expect the
technologies to be well represented at this
DFI event that covers all piling techniques.
Please contact DFI headquarters at
[email protected] if you are interested in joining
the ACIP Pile Committee. We always
welcome new members.
The DFI Ground
Improvement Com-
mittee is comprised of
government agency
representatives, con-
tractors, engineers
and researchers who
are involved in the
practice of technologies that are intended
to densify, reinforce or enhance drainage
characteristics of ground. The ground
improvement technologies covered
include, but are not limited to, vibratory
stone columns, vibrocompaction, vibro
concrete columns, aggregate piers,
dynamic compaction, wick drains and
grouted inclusions.
The committee recently completed two
liquefaction-related projects. One was a
survey funded through DFI’s Committee
Project Fund to define the state of practice
of ground improvement for liquefaction
COMMITTEE CHAIR MARTY TAUBE
Ground Improvement Committee
DEEP FOUNDATIONS • MAR/APR 2014 • 73
mitigation. Tim Siegel of Dan Brown and
Associates led this project, which involved
preparing and issuing a detailed survey,
and compiling and synthesizing the results.
Over 150 practitioners from around the
world responded to the survey and
provided information related to the
prevalence of liquefaction as a design
consideration, and answered specific
technical questions regarding fine-grained
soils, site characterization tools, analytical
and computational methods, references
and resources, mitigation techniques, and
verification methods. Dan Brown and
Associates also contributed financially to
this successful study. The survey results
were reported in the August 2013 volume
of the DFI Journal.
The other project was completed by a
task force of committee members, led by
William (Billy) Camp of S&ME, Inc. The
group completed a study and report,
“Commentary on the Selection, Design and
Specification of Ground Improvement for
Mitigation of Earthquake-Induced
Liquefaction” published in the DFI Journal
in August 2013. This document reviews
the fundamental ground improvement
mechanisms for liquefaction mitigation
and the applicability of and limitation of
the various methods used. This
information is needed by designers when
recommending and specifying various
ground improvement methods for
liquefaction mitigation.
The committee has also finalized its
wick drain guide specifications. Thanks to
Matt Barendse of the New York State
Department of Transportation for working
with me on the project and to the
committee members and DFI Technical
Advisory Committee who provided
valuable comments. The specification
includes suggested text and guidance on
the materials, installation and quality
control and assurance for wick drain
projects, and is available through DFI.
The committee is looking forward to
working more closely with the GeoInsti-
tute’s Soil Improvement Committee,
chaired by Professor Kyle Rollins of
Brigham Young University. The committees
hope to present joint seminars on ground
improvement topics in 2014 and 2015,
possibly in conjunction with ASCE
Geotechnical Sections. We are also working
on initiatives that relate to working
platform safety and guidance for preparing
ground improvement specifications.
If you have any questions or comments,
or if you would like to get involved with the
Ground Improvement Committee, please
contact DFI headquarters at [email protected].
74 • DEEP FOUNDATIONS • MAR/APR 2014
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Giovanni Bonita, Ph.D., P.E.202.828.9511
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DEEP FOUNDATIONS • MAR/APR 2014 • 77
AUTHORS
FEATURE ARTICLE
Aerial view of the site at final depth while ramp is being removed
Brian Isherwood, MICE, FCSCE, P.Eng.; Tara Brown, P.Geo.; and Jenny Earle, EIT, all of Isherwood Associates; and Paul Kreycir, CET, Anchor Shoring & Caissons Ltd.
However, the bedrock under Toronto is known to contain high
locked-in horizontal stresses around 3.8 MPa (40 tons/sf), much
higher than can be resisted by shoring techniques, resulting in inevit-
able wall movement when excavating deep into the rock. Vertical
joints in the rock are sealed tight by these stresses, but appear as the
excavation proceeds, with dominantly east-west orientation.
The TTC box structures are sensitive to movement, particularly
at the construction joints, typically spaced 12.2 m (40.0 ft) apart.
The TTC enforces strict alert levels for such movements because of
potential service disruption. The tender drawings indicated one of
these joints may be located very near the site’s critical southeast
corner, where differential rock movement along existing vertical
fissures was expected to be at a maximum.
In 2007, Anchor Shoring & Caissons retained Isherwood
Associates to provide an alternative design-build solution for its
shoring proposal, with a mandate to better address the perceived
serious risks to the TTC subway. Isherwood recommended asking
the owner to give up space, allowing relocation of the basement wall
further away from the critical corner. The owner agreed to abandon
all eight basement levels in a 9 m x 35 m (29.5 ft x 114.8 ft)
triangular area and thus move the closest approach to the subway
from the southeast corner nearer to the center of the wall, providing
Giving up Underground Space
Deep Excavation Support at Toronto’s Shangri-La
The Shangri-La hotel and luxury condominium tower is a
landmark of downtown Toronto. Located on prestigious University
Avenue, it comprises 81,104 sq m (873,000 sq ft) and has 66
storeys. Eight underground basement levels provide parking; the
lower four extending into the shale bedrock. The excavation for
Shangri-La was one of the deepest in Toronto’s history.
The site, bounded by city streets on three sides (Simcoe on the
west, Adelaide on the south and University on the east), shares the
block with a 14-storey building (200 University) with 5 under-
ground levels, built from 1957-60. Along the east perimeter, seated
on the rock surface under University Avenue, is the Toronto Transit
Commissions (TTC) University Subway Line, with running track in
a triple-box structure built in the 1950s. This was intended to lie only
2.5 m (8.2 ft) from the property boundary at the site’s southeast corner.
The proposed excavation was to be 26.0 m (85.3 ft) deep. The
surface of the bedrock is relatively flat at about 13.0 m (42.7 ft)
below ground level. Earlier buildings on the site resulted in various
depths of fill and existing foundations.
The bedrock of the Georgian Bay Formation consists of shale
containing inter-beds of calcareous shale, limestone and calcareous
sandstone. It has very pronounced horizontal jointing typical of
shale, but provides a reliable foundation with allowable bearing
pressures of 2.4 MPa (25 tons/sf) for footings and 7.2 MPa
(75 tons/sf) for drilled shafts.
DEEP FOUNDATIONS • MAR/APR 2014 • 7978 • DEEP FOUNDATIONS • MAR/APR 2014
location. Because of the complex geometry,
Isherwood’s drafting team created a section
for each of the 27 piles. Tiebacks employed
150 mm (6 in) diameter cased holes in soil
and 115 mm (4.5 in) diameter in rock.
With the 13 m (42.7 ft) high rock face
assumed to be self-supporting, the design
did not attempt to resist the release of the
locked-in stresses. During rock excavation,
prominent east-west vertical joints
appeared. These were of concern at the
south wall where the jointing was
subparallel, creating thin vertical slabs with
the potential to break loose. Isherwood
decided to protect this face with a curtain of
wire mesh and rock-bolts. The east and
west walls were stable, as was the north
rock face under 200 University. At the
remainder of the north wall, between the
existing building and University Avenue,
Isherwood used the mesh as well.
Under 200 University, rock anchors,
installed in a grid pattern directly on the
rock face, were designed to counteract the
building’s weight. Layout included active
anchors at the column lines and passive
anchors elsewhere.
Two-dimensional Fast Lagrangian Analysis
of Continua (FLAC) modeling was
completed for the proposed shoring and
construction sequence at one location in
the center of the east wall. For each stage,
the model provided soil and structure
behavior: soil stress and strain, structural
displacements, axial, shear and moment
forces. Soil parameters were derived from
the geotechnical investigation conducted
by Terraprobe Ltd. The geometry was
based on a 7 m (23 ft) clearance between
the excavation and the subway tunnel.
The baseline analysis was conducted
with a lateral rock stress of 3.8 MPa
(40 tons/sf) and a rock bulk modulus of
3.8 MPa (40 tons/sf). Two parametric
studies were also conducted, using rock
bulk moduli of 2.9 MPa (30 tons/sf) and
7.7 MPa (80 tons/sf). The maximum move-
ments predicted for the 2D displacement at
the center of the excavated face ranged
between 9 and 32 mm (0.35 and 1.26 in).
Isherwood standard practice is to
attach inclinometer casings to soldier piles
at representative locations and targets near
FLAC Modeling
technique to drill the 12 m (39.4 ft) deep,
380 mm (15 in) diameter rock sockets.
Lateral bracing comprised two rows of
rock anchors plus a rock pin at the top of
the pile rock socket, except for University
Avenue. Here, the combination of one or
two upper soil anchors was individually
selected, depending on the subway
a more uniform movement pattern along
the whole east wall.
The shoring design proposed by Isher-
wood comprised standard soldier pile and
lagging, braced by two levels of rock anchor
tiebacks to retain the overburden soils at the
streets. This shoring penetrated and sup-
ported the upper weathered rock. The rock
face below was deemed self-supporting.
Along the east boundary, where the
subway obstructed use of normal rock
anchors, Isherwood proposed substituting
soil anchors (generally two levels) in place
of the tender drawing’s internal bracing,
using the space between the excavation and
subway where adequate. Otherwise, the
design called for threading them between
the subway roof and under existing street
utilities to anchor in the subway fill.
After the award, Isherwood approached
all private and public authorities to obtain
as-built drawings of adjacent structures and
utilities. The subway’s precise location in
the portion adjacent to the site was
unknown, so a survey of the tunnel was
required. Isherwood had information from
work at two adjacent stations, and was
retained to locate the structure. At the same
time, crews installed remote-reading
instruments in the tunnels bordering the
site to determine joint movement
accurately. The survey showed that the
structure was almost 1.0 m (3.3 ft) nearer to
the property than assumed, with offsets of
1.8 m (5.9 ft) and 14.1 m (46.3 ft) at
southeast and northeast corners, and that
the nearest joint was some 9 m (29.5 ft)
north of the critical corner. With the revised
excavation footprint, the smallest clearance
to the subway became 7.3 m (24 ft).
At 200 University, inspection showed
the basements were built in a half-step
scissor arrangement along the building’s
south wall, rather than horizontally as the
tender drawings showed. Isherwood
obtained copies of the original structural
drawings. No construction details were
available, but Isherwood assumed
previous buildings on the Shangri-La site
had been underpinned by concrete panels
to the rock. This proved to be the case.
Anchor Shoring chose double piles at 3.2 m
(10.5 ft) centers along Adelaide and Simcoe
Streets, installed in 915 mm (36 in)
diameter holes. Along University Avenue,
the use of single piles at 3.0 m (9.8 ft)
centers allowed tiebacks to be skewed
where needed to avoid obstructions, such
as abandoned subway shoring piles.
Generally, Toronto practice is to take piles
to full depth rather than perch them on the
rock; Anchor Shoring elected to employ
pipe “flamingos” for the extensions through
the rock. The firm installed the piles in
915 mm (36 in) diameter holes using Bauer
rigs, but employed a down-the-hole hammer
Shoring System
the top of each pile for survey monitoring
by total station. At Shangri-La, the TTC
subway and 200 University both required
more comprehensive monitoring.
At the east wall, the monitoring plan
required for the TTC approval process
comprised pile targets at the top and at each
tieback elevation (as exposed during
excavation) on every pile, as well as four
inclinometers attached to shoring piles
plus two in boreholes behind the shoring,
extending 6 m (19.7 ft) below pile toes.
These instruments had an accuracy of 2 mm
(0.08 in) or better. In the subway tunnel,
electrolevels were installed across 10
expansion joints to record relative
displacement and tilt of the subway box
sections in real time, with an accuracy of
0.1 mm (0.004 in). Precision survey targets
at expansion joints, with an accuracy of
1 mm (0.04 in) or better, served as a back-
up for electrolevel readings. Borehole
extensometers installed at three locations
monitored differential rock movement
directly below the subway tunnel,
recording elongation at sensors 5 m (16.4 ft)
apart along the 30 m (98.4 ft) length.
The inclinometer and pile target moni-
toring indicated that overburden excavation
down to the rock surface resulted in shoring
wall movements in the expected 15 mm
(0.59 in) range, and that excavation of the
unsupported rock face below resulted in a
further 10 to 13 mm (0.39 to 0.51 in), bring-
ing the overburden and shoring with it.
The three extensometers gave very similar
results, indicating lateral movement of the
rock just below the subway of 10 to 12 mm
(0.39 to 0.47 in) at the excavation face and
at the 5 m (16.4 ft) node, reducing to 7 to 8 mm
(0.28 to 0.31 in) at the 10 m node (32.8 ft),
3 mm (0.12 in) at the 15.0 m node (49.2 ft),
2 mm (0.08 in) at the 20 m (65.6 ft) node,
and less than 1 mm (0.04 in) at the remain-
ing nodes. A comparison with the FLAC
predictions indicates the displacement at
the near edge of the subway of 7 to 9 mm
(0.28 to 0.35 in) was significantly smaller
than the prediction of 12 mm (0.47 in).
However, the extensometers indicated the
rock movement did not extend back to the
far side of the subway, so differential dis-
placement across the width of the subway
structure of 7 to 9 mm (0.28 to 0.35 in)
appeared to be larger than the FLAC
prediction of 5 mm (0.20 in).
PTM results for east wall Inclinometer 5 results
Monitoring at TTC: A section of FLAC analysis and actual readings
DEEP FOUNDATIONS • MAR/APR 2014 • 7978 • DEEP FOUNDATIONS • MAR/APR 2014
location. Because of the complex geometry,
Isherwood’s drafting team created a section
for each of the 27 piles. Tiebacks employed
150 mm (6 in) diameter cased holes in soil
and 115 mm (4.5 in) diameter in rock.
With the 13 m (42.7 ft) high rock face
assumed to be self-supporting, the design
did not attempt to resist the release of the
locked-in stresses. During rock excavation,
prominent east-west vertical joints
appeared. These were of concern at the
south wall where the jointing was
subparallel, creating thin vertical slabs with
the potential to break loose. Isherwood
decided to protect this face with a curtain of
wire mesh and rock-bolts. The east and
west walls were stable, as was the north
rock face under 200 University. At the
remainder of the north wall, between the
existing building and University Avenue,
Isherwood used the mesh as well.
Under 200 University, rock anchors,
installed in a grid pattern directly on the
rock face, were designed to counteract the
building’s weight. Layout included active
anchors at the column lines and passive
anchors elsewhere.
Two-dimensional Fast Lagrangian Analysis
of Continua (FLAC) modeling was
completed for the proposed shoring and
construction sequence at one location in
the center of the east wall. For each stage,
the model provided soil and structure
behavior: soil stress and strain, structural
displacements, axial, shear and moment
forces. Soil parameters were derived from
the geotechnical investigation conducted
by Terraprobe Ltd. The geometry was
based on a 7 m (23 ft) clearance between
the excavation and the subway tunnel.
The baseline analysis was conducted
with a lateral rock stress of 3.8 MPa
(40 tons/sf) and a rock bulk modulus of
3.8 MPa (40 tons/sf). Two parametric
studies were also conducted, using rock
bulk moduli of 2.9 MPa (30 tons/sf) and
7.7 MPa (80 tons/sf). The maximum move-
ments predicted for the 2D displacement at
the center of the excavated face ranged
between 9 and 32 mm (0.35 and 1.26 in).
Isherwood standard practice is to
attach inclinometer casings to soldier piles
at representative locations and targets near
FLAC Modeling
technique to drill the 12 m (39.4 ft) deep,
380 mm (15 in) diameter rock sockets.
Lateral bracing comprised two rows of
rock anchors plus a rock pin at the top of
the pile rock socket, except for University
Avenue. Here, the combination of one or
two upper soil anchors was individually
selected, depending on the subway
a more uniform movement pattern along
the whole east wall.
The shoring design proposed by Isher-
wood comprised standard soldier pile and
lagging, braced by two levels of rock anchor
tiebacks to retain the overburden soils at the
streets. This shoring penetrated and sup-
ported the upper weathered rock. The rock
face below was deemed self-supporting.
Along the east boundary, where the
subway obstructed use of normal rock
anchors, Isherwood proposed substituting
soil anchors (generally two levels) in place
of the tender drawing’s internal bracing,
using the space between the excavation and
subway where adequate. Otherwise, the
design called for threading them between
the subway roof and under existing street
utilities to anchor in the subway fill.
After the award, Isherwood approached
all private and public authorities to obtain
as-built drawings of adjacent structures and
utilities. The subway’s precise location in
the portion adjacent to the site was
unknown, so a survey of the tunnel was
required. Isherwood had information from
work at two adjacent stations, and was
retained to locate the structure. At the same
time, crews installed remote-reading
instruments in the tunnels bordering the
site to determine joint movement
accurately. The survey showed that the
structure was almost 1.0 m (3.3 ft) nearer to
the property than assumed, with offsets of
1.8 m (5.9 ft) and 14.1 m (46.3 ft) at
southeast and northeast corners, and that
the nearest joint was some 9 m (29.5 ft)
north of the critical corner. With the revised
excavation footprint, the smallest clearance
to the subway became 7.3 m (24 ft).
At 200 University, inspection showed
the basements were built in a half-step
scissor arrangement along the building’s
south wall, rather than horizontally as the
tender drawings showed. Isherwood
obtained copies of the original structural
drawings. No construction details were
available, but Isherwood assumed
previous buildings on the Shangri-La site
had been underpinned by concrete panels
to the rock. This proved to be the case.
Anchor Shoring chose double piles at 3.2 m
(10.5 ft) centers along Adelaide and Simcoe
Streets, installed in 915 mm (36 in)
diameter holes. Along University Avenue,
the use of single piles at 3.0 m (9.8 ft)
centers allowed tiebacks to be skewed
where needed to avoid obstructions, such
as abandoned subway shoring piles.
Generally, Toronto practice is to take piles
to full depth rather than perch them on the
rock; Anchor Shoring elected to employ
pipe “flamingos” for the extensions through
the rock. The firm installed the piles in
915 mm (36 in) diameter holes using Bauer
rigs, but employed a down-the-hole hammer
Shoring System
the top of each pile for survey monitoring
by total station. At Shangri-La, the TTC
subway and 200 University both required
more comprehensive monitoring.
At the east wall, the monitoring plan
required for the TTC approval process
comprised pile targets at the top and at each
tieback elevation (as exposed during
excavation) on every pile, as well as four
inclinometers attached to shoring piles
plus two in boreholes behind the shoring,
extending 6 m (19.7 ft) below pile toes.
These instruments had an accuracy of 2 mm
(0.08 in) or better. In the subway tunnel,
electrolevels were installed across 10
expansion joints to record relative
displacement and tilt of the subway box
sections in real time, with an accuracy of
0.1 mm (0.004 in). Precision survey targets
at expansion joints, with an accuracy of
1 mm (0.04 in) or better, served as a back-
up for electrolevel readings. Borehole
extensometers installed at three locations
monitored differential rock movement
directly below the subway tunnel,
recording elongation at sensors 5 m (16.4 ft)
apart along the 30 m (98.4 ft) length.
The inclinometer and pile target moni-
toring indicated that overburden excavation
down to the rock surface resulted in shoring
wall movements in the expected 15 mm
(0.59 in) range, and that excavation of the
unsupported rock face below resulted in a
further 10 to 13 mm (0.39 to 0.51 in), bring-
ing the overburden and shoring with it.
The three extensometers gave very similar
results, indicating lateral movement of the
rock just below the subway of 10 to 12 mm
(0.39 to 0.47 in) at the excavation face and
at the 5 m (16.4 ft) node, reducing to 7 to 8 mm
(0.28 to 0.31 in) at the 10 m node (32.8 ft),
3 mm (0.12 in) at the 15.0 m node (49.2 ft),
2 mm (0.08 in) at the 20 m (65.6 ft) node,
and less than 1 mm (0.04 in) at the remain-
ing nodes. A comparison with the FLAC
predictions indicates the displacement at
the near edge of the subway of 7 to 9 mm
(0.28 to 0.35 in) was significantly smaller
than the prediction of 12 mm (0.47 in).
However, the extensometers indicated the
rock movement did not extend back to the
far side of the subway, so differential dis-
placement across the width of the subway
structure of 7 to 9 mm (0.28 to 0.35 in)
appeared to be larger than the FLAC
prediction of 5 mm (0.20 in).
PTM results for east wall Inclinometer 5 results
Monitoring at TTC: A section of FLAC analysis and actual readings
80 • DEEP FOUNDATIONS • MAR/APR 2014
modeling and monitoring program for the
north and east shoring walls. FLAC
modeling of predicted rock movement
provided good insight into the extent of
total movement, and the monitoring pro-
gram confirmed actual movements were
within predictions. The level of monitoring
proved adequate for assessment of shoring
performance throughout construction.
The project team achieved the exca-
vation and construction of the eight level
underground basement structure with
insignificant impact on the existing build-
ing at 200 University and the TTC Subway,
and on adjacent streets and utilities.
The authors acknowledge the contributions of the following contributors: Professor K.Y. Lo for review of rock behavior; Renata Li and Keith Stott, Shangri-La, for
objectivity and support; Marcelo Chuaqui, Monir Precision Monitoring for all monitoring and tunnel survey work; Paul Kreycir, Anchor Shoring, for comradeship and
all the great projects he introduced to Isherwood. Kreycir died in February 2011.
The electrolevels indicated that
movement across the joints never exceeded
0.4 mm (0.02 in), well below TTC alert
levels of 2 mm (0.08 in).
At the north wall (200 University), the
foundation, 1 to 1.5 basements below the
rock surface, comprised a grillage of grade
beams along the column grids cast
integrally with the lowest floor slab to
provide a continuous raft. Because of the
potential for rock expansion to cause
differential movement, the monitoring
plan included precision survey monitoring
of the exterior walls and interior columns,
tape extensometers in north-south arrays
within the lower basement, and two
borehole extensometers installed in the
rock just below the foundations.
Internal precision survey monitoring of
parking level 3 (5th lowest level) indicated
a maximum of 3 mm (0.12 in) into-site
movement of the building’s south wall;
exterior monitoring on the south wall
indicated a maximum of 4 mm (0.16 in)
into-site movement. Monitoring of the east
and west walls of the building indicated
negligible movement throughout.
The tape extensometer monitoring
indicated negligible movement between
adjacent columns, with a maximum
cumulative movement of 3 mm (0.12 in)
across the entire building. The borehole
extensometers indicated up to 3 mm
(0.12 in) movement at the excavated rock
face, 3 mm (0.12 in) at the 5 m (16.4 ft)
node, 2 mm (0.08 in) at the 10 m (32.8 ft)
node and less than 1 mm (0.04 in) at the 15
to 30 m (49.2 to 98.4 ft) nodes, consistent
with the other measurements.
A reasonable explanation for the more
modest movements at the north wall is that
the 1950s construction of that building had
removed the upper 5 to 7 m (16.4 to 23 ft)
of rock, relieving the locked-in stresses,
and the new rock excavation below the
foundations was no more than 7 m (23 ft)
in height. The largest rate of rock
movement occurred under the first two
bays of the building during excavation
through the first 5 m (16.4 ft) of rock. Rock
movement continued with decreasing rates
until excavation was complete.
ConclusionsThe design-build excavation shoring
scheme by Isherwood and Anchor Shoring
succeeding in addressing the serious risks
associated with the project. By communi-
cating all potential risks to the owner and
reducing the basement footprint, with no
impact to the future foundations or parking
capacity, the team limited the risk to the
subway significantly. Using external rather
than internal bracing improved construct-
ability of the shoring system, excavation,
and underground forming.
Another pillar of Isherwood’s effective
risk management was the comprehensive
North wall and 200 University basement
Monitoring at 200 University: A section of actual readings
82 • DEEP FOUNDATIONS • MAR/APR 2014
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DEEP FOUNDATIONS • MAR/APR 2014 • 85
AUTHOR
FEATURE ARTICLE
David B. Paul, Risk Management Center, Lead Engineer, U.S. Army Corps of Engineers, Lakewood, Colo.
USACE Dam and Levee Safety ProgramsUSACE and other federal agencies are using risk-informed decision
processes in dam and levee safety programs. The basic elements are:
potential failure modes analysis, event trees, load frequency
analyses, probabilistic analyses and models, subjective probability
and expert elicitation, and consequence evaluation. USACE
classifies its dams into one of five Dam Safety Action Classifications
(DSAC). We determined that 319 dams were either I, II or III, with
failure modes above the Tolerable Risk Guidelines, which will likely
require a structural modification. The most prevalent actionable
failure mode for dams was seepage and piping that could lead to
breach, see Figure 1.
The manual we are developing with DFI will be limited to
foundation treatments by vertical cutoff-type barriers for dams and
levees, and does not discuss horizontal seepage barriers or other
upstream sealing alternatives. It contains eight chapters:
• Chapter 1 – Introduction
• Chapter 2 – Dam Safety Issues
• Chapter 3 – Geologic Considerations
• Chapter 4 – Engineering Considerations
• Chapter 5 – Continuous Trench Cutoff Walls
• Chapter 6 – Soil Mix Cutoff Walls (excluding jet grouting)
• Chapter 7 – Element Walls (panel and secant)
• Chapter 8 – Jet Grouting and Other Methods including
Geomembrane, Sheet Pile and Vibratory Beam
Seepage Control, Cutoffs Walls Manual: A Progress Report
The U.S. Army Corps of Engineers (USACE) has 704 dams in its
inventory and over 100,000 miles of levees with a capital value of
more than $150 billion. Currently, USACE has over $2 billion of
cutoff wall projects under construction and/or design/planning.
Given the magnitude of the dam and levee safety issues, we are
developing a new engineering manual, Seepage Control Cutoffs for
Dams and Levees. USACE has partnered with Deep Foundations
Institute (DFI) in preparing the manual to ensure that it is
comprehensive and draws from the expertise of the specialty
foundation engineering companies that design, manufacture and
construct seepage control cutoffs around the world.
The manual contains case histories as well as a comprehensive
project statistical summary and guide specifications. The goal of
USACE was to make the manual a state-of-the-art document for use
by USACE districts and the civil engineering profession.
Currently, there are 319 dams classified as high hazard, with
actionable failure modes that will require structural modifications.
The USACE dam inventory has been evaluated and assigned a Dam
Safety Action Classification (DSAC) rating from I to V, with I being
the most serious. We are also evaluating the levee inventory, using
Levee Safety Action Classification (LSAC) ratings assigned from I to V.
Slurry wall construction techniques were developed in the late
1940s in Italy by ICOS. The first use of the slurry trench method of
construction in the U.S. was by the USACE Memphis District in
September 1945, to form a partial cutoff along the Mississippi River
levee just below Memphis, Tenn. A soil-bentonite slurry trench
cutoff was first used for control of underseepage at a major earth dam
at Wanapum Dam on the Columbia River in Washington in 1959. A
cutoff wall using cement-bentonite was first utilized in the U.S. at the
Tilden Tailings Project to store tailings from the Tilden Mine in
Michigan in 1976. And finally the first cement-bentonite cutoff
constructed at a dam on a river retaining a reservoir was completed
in 1978 at the Elgo Dam (formerly the San Carlos Dam) in Arizona.
The USACE has designed and constructed some of the deepest
and most complex cutoff walls for dams since the 1970s. The first
major concrete panel cutoff wall constructed in a dam in the U.S.
was at Wolf Creek Dam by ICOS from 1974-77. Arturo Ressi, who
was a trustee of DFI, was president of ICOS at the time. In 1968,
about 17 years after first being impounded, wet areas and muddy
flows in the tailrace and sinkholes in the downstream toe adjacent
to the switchyard occurred. Other major cutoff wall projects
include Mud Mountain Dam — one of the deepest walls ever
constructed, Beaver Dam, Mississinewa Dam and the Walter F.
George Dam. Center Hill Dam is currently under construction.
Cutoff Wall History
Figure 1. Source of life safety risks for USACE dams
DEEP FOUNDATIONS • MAR/APR 2014 • 8786 • DEEP FOUNDATIONS • MAR/APR 2014
Data Management
Seepage Barrier Research Needs
In recent cutoff wall projects, collection,
storage and presentation of geo-referenced
data in GIS (Geographic Information
System) databases advanced significantly.
For Wolf Creek Dam, the Wolf Creek
Information Management System was
developed by Treviicos, Geosyntec and
USACE. The system contains topographic,
geologic, instrumentation, grouting and
cutoff wall QA/QC data, and allows for
rapid and accurate verification of depth
and overlap elements as well as creating a
detailed as-built record. The USACE
Nashville District and Dam Safety Program
is using the system for the post-
implementation evaluation for changing
the DSAC rating. A similar system is in use
at Center Hill Dam, where it allows real-
time data uploads from the equipment and
is tied to the dam instrumentation system
that issues alarms to the contractor and
USACE if a threshold value is exceeded
during construction.
Professor John Rice of Utah State
University has been conducting research
on seepage barrier erosion of various
backfill mixes and gradients for USACE.
Testing has been completed on four cutoff
wall backfill mixes: AV Watkins-cement
bentonite, Herbert Hoover Dike-soil
cement bentonite, New Waddell Dam-
“plastic” concrete, and Wolf Creek Dam-
conventional concrete. As we expected, the
cement bentonite mix had the greatest
amount of erosion and the Wolf Creek
samples exhibited little to no erosion.
Testing showed that the mixes with the
highest degree of erosion also showed an
ability to plug with time. There are two
testing devices developed that simulate
open fractures in rock foundation surfaces
and evaluate erosion characteristics of
different soil types under different flow
velocities and gradients. The testing of
Teton Dam core material is complete, and
the testing of East Branch Dam core
material is ongoing. The testing devices,
instrumentation and test procedures have
been refined to a stable reproducible
condition. The goal is to establish a testing
procedure for the Cutoff Wall Crack
several percent. Deformability can be
steered by using a proper mixture for the
backfill. Finally, permanence refers to the
wa l l ’s s t ab i l i t y w i th re spec t to
decomposition by leaching or aggressive
environmental conditions. Specifications
for cutoff walls should be based on these
design criteria, keeping in mind the details
of a particular structure.
The practical applications of each
cutoff wall construction method are
illustrated by case histories in an appendix
to the manual. They demonstrate how
specific difficulties have been dealt with at
a particular site. One of the most widely
used type of cutoff wall for sites of great
depths in rock is the element wall, see
Figure 3. Well documented case histories
have been published in the technical
literature of the Association of State Dam
Safety Officials, U.S. Society on Dams, and
International Commission on Large Dams.
Case histories for jet grouting and deep
mixing are not as common.
Currently, USACE is going through a
similar screening process for the levee
systems in the U.S. A similar percentage of
seepage and piping issues also exist for
levees, see Figure 2.
The manual will also have various
appendices containing relevant informa-
tion and example contract documents and
specifications. A comprehensive summary
table of projects with relevant information
for each type of cutoff wall has been com-
piled as well as a detailed list of terminology.
The primary factors affecting the
selection of a cutoff are:
• Depth of the pervious strata to be sealed
• Shape (morphology) of the valley
• Characteristics of the embankment and
foundation materials to be sealed
• Loading and stress conditions
• Location of cutoff within embankment
or levee
• Modulus of surrounding material
• Hydraulic gradient at operating
conditions
• Available equipment for making the
cutoff
• Operation requirements
• Site access and constraints
The critical design criteria for cutoff barrier
walls are: deformability, permeability and
permanence. The design of a cutoff wall is a
soil-structure interaction problem, and the
most important issue is to select the proper
modulus of deformation of the wall. The
forces on the wall are different depending
on whether the wall has been constructed
prior to embankment fill or constructed
through the core of an existing dam. When
the embankment is constructed and the
foundation loaded, the alluvial material
will undergo deformations, both in vertical
and horizontal directions. When the
reservoir is filled, the wall has to carry an
extra hydrostatic load. The wall should
have a modulus such that it can follow
these deformations without cracking. If the
wall is too rigid to follow the soil when it
Cutoff Walls
settles under the weight of the dam, load
will be transferred to the wall. The
additional stresses caused by this load
transfer may lead to cracking. Cracks in the
cutoff wall reduce its sealing efficiency. If
the cutoff wall is too plastic, its resistance
to shear forces and internal erosion by
seepage flow is reduced.
If the expected settlements and late
settlements and lateral deformations under
the dam are large, some designers choose
to install the cutoff near the upstream toe of
the dam to decrease the load on top of the
cutoff. However, horizontal deformations
in the dam foundation are not eliminated
in this way and are even greater at that
location than below the central part of the
dam. Finite element modeling is most
suitable to treat such questions and to find
an optimal location for the cutoff wall.
Permeability is considered the cutoff
wall’s most important characteristic.
Deformability addresses the capability of
the wall to sustain without cracking
foundation strains, which may amount to
Erosion test that can be used by the civil
engineering profession. We plan to
conduct further research efforts on “plastic”
concrete mixes. Similar work has been
completed by Hydro Quebec and BC
Hydro as well as in The Netherlands, U.K.
and France.
As summarized previously, the levee
inventory has a significant percentage of
seepage issues that wil l require
remediation. USACE envisions that jet
grouting applications will be more
commonly used, particularly in locations
where there are pipe penetrations through
the levee. The use of jet grouting for these
applications requires careful monitoring
given the high pressures involved.
Additional research is required to develop
monitoring instrumentation to measure
pressures in-situ and to validate overlap of
elements that are created.
Cutoff walls are one of the most effective
engineering solutions for mitigating
seepage and piping failure modes for dams
and levees. Equipment and construction
techniques have been developed and field
tested that show that a uniform cutoff wall
can be constructed to depths in excess of
Conclusions
425 ft (129 m) with a high degree of
confidence. Drilling techniques to assure
overlap and alignment have been proven
on Wolf Creek Dam and other recent dam
safety projects.
Data management systems are an
important improvement in the industry
and profession. The ability to collect and
store geo-referenced data is very important
for the future management of USACE’s dam
and levee inventories. There are other
design standards and documents available.
For example, the U.S. Bureau of
Reclamation is updating its Design Standard,
Chapter 10, Cutoff Walls (1986). In Europe,
EN 1538 – Execution of Special Geotechnical
Works – Diaphragm Wall (2010) is used as a
standard. The Embankment Dams
Committee of ICOLD has also recently
published a bulletin on cutoff walls.
The dam safety profession needs to
research the long-term performance of
various cutoff wall backfills, including their
cracking and erosion potential under high
stress and gradient loading conditions.
USACE anticipates completing and
issuing the new engineering manual,
Seepage Control Cutoffs for Dams and Levees
by the end of September 2014.
Figure 2. Estimated percentage of failure modes by type for USACE levee inventory
Figure 3. Walter F. George Dam – secant wall elements being drilled through casing from the water side of the dam
DEEP FOUNDATIONS • MAR/APR 2014 • 8786 • DEEP FOUNDATIONS • MAR/APR 2014
Data Management
Seepage Barrier Research Needs
In recent cutoff wall projects, collection,
storage and presentation of geo-referenced
data in GIS (Geographic Information
System) databases advanced significantly.
For Wolf Creek Dam, the Wolf Creek
Information Management System was
developed by Treviicos, Geosyntec and
USACE. The system contains topographic,
geologic, instrumentation, grouting and
cutoff wall QA/QC data, and allows for
rapid and accurate verification of depth
and overlap elements as well as creating a
detailed as-built record. The USACE
Nashville District and Dam Safety Program
is using the system for the post-
implementation evaluation for changing
the DSAC rating. A similar system is in use
at Center Hill Dam, where it allows real-
time data uploads from the equipment and
is tied to the dam instrumentation system
that issues alarms to the contractor and
USACE if a threshold value is exceeded
during construction.
Professor John Rice of Utah State
University has been conducting research
on seepage barrier erosion of various
backfill mixes and gradients for USACE.
Testing has been completed on four cutoff
wall backfill mixes: AV Watkins-cement
bentonite, Herbert Hoover Dike-soil
cement bentonite, New Waddell Dam-
“plastic” concrete, and Wolf Creek Dam-
conventional concrete. As we expected, the
cement bentonite mix had the greatest
amount of erosion and the Wolf Creek
samples exhibited little to no erosion.
Testing showed that the mixes with the
highest degree of erosion also showed an
ability to plug with time. There are two
testing devices developed that simulate
open fractures in rock foundation surfaces
and evaluate erosion characteristics of
different soil types under different flow
velocities and gradients. The testing of
Teton Dam core material is complete, and
the testing of East Branch Dam core
material is ongoing. The testing devices,
instrumentation and test procedures have
been refined to a stable reproducible
condition. The goal is to establish a testing
procedure for the Cutoff Wall Crack
several percent. Deformability can be
steered by using a proper mixture for the
backfill. Finally, permanence refers to the
wa l l ’s s t ab i l i t y w i th re spec t to
decomposition by leaching or aggressive
environmental conditions. Specifications
for cutoff walls should be based on these
design criteria, keeping in mind the details
of a particular structure.
The practical applications of each
cutoff wall construction method are
illustrated by case histories in an appendix
to the manual. They demonstrate how
specific difficulties have been dealt with at
a particular site. One of the most widely
used type of cutoff wall for sites of great
depths in rock is the element wall, see
Figure 3. Well documented case histories
have been published in the technical
literature of the Association of State Dam
Safety Officials, U.S. Society on Dams, and
International Commission on Large Dams.
Case histories for jet grouting and deep
mixing are not as common.
Currently, USACE is going through a
similar screening process for the levee
systems in the U.S. A similar percentage of
seepage and piping issues also exist for
levees, see Figure 2.
The manual will also have various
appendices containing relevant informa-
tion and example contract documents and
specifications. A comprehensive summary
table of projects with relevant information
for each type of cutoff wall has been com-
piled as well as a detailed list of terminology.
The primary factors affecting the
selection of a cutoff are:
• Depth of the pervious strata to be sealed
• Shape (morphology) of the valley
• Characteristics of the embankment and
foundation materials to be sealed
• Loading and stress conditions
• Location of cutoff within embankment
or levee
• Modulus of surrounding material
• Hydraulic gradient at operating
conditions
• Available equipment for making the
cutoff
• Operation requirements
• Site access and constraints
The critical design criteria for cutoff barrier
walls are: deformability, permeability and
permanence. The design of a cutoff wall is a
soil-structure interaction problem, and the
most important issue is to select the proper
modulus of deformation of the wall. The
forces on the wall are different depending
on whether the wall has been constructed
prior to embankment fill or constructed
through the core of an existing dam. When
the embankment is constructed and the
foundation loaded, the alluvial material
will undergo deformations, both in vertical
and horizontal directions. When the
reservoir is filled, the wall has to carry an
extra hydrostatic load. The wall should
have a modulus such that it can follow
these deformations without cracking. If the
wall is too rigid to follow the soil when it
Cutoff Walls
settles under the weight of the dam, load
will be transferred to the wall. The
additional stresses caused by this load
transfer may lead to cracking. Cracks in the
cutoff wall reduce its sealing efficiency. If
the cutoff wall is too plastic, its resistance
to shear forces and internal erosion by
seepage flow is reduced.
If the expected settlements and late
settlements and lateral deformations under
the dam are large, some designers choose
to install the cutoff near the upstream toe of
the dam to decrease the load on top of the
cutoff. However, horizontal deformations
in the dam foundation are not eliminated
in this way and are even greater at that
location than below the central part of the
dam. Finite element modeling is most
suitable to treat such questions and to find
an optimal location for the cutoff wall.
Permeability is considered the cutoff
wall’s most important characteristic.
Deformability addresses the capability of
the wall to sustain without cracking
foundation strains, which may amount to
Erosion test that can be used by the civil
engineering profession. We plan to
conduct further research efforts on “plastic”
concrete mixes. Similar work has been
completed by Hydro Quebec and BC
Hydro as well as in The Netherlands, U.K.
and France.
As summarized previously, the levee
inventory has a significant percentage of
seepage issues that wil l require
remediation. USACE envisions that jet
grouting applications will be more
commonly used, particularly in locations
where there are pipe penetrations through
the levee. The use of jet grouting for these
applications requires careful monitoring
given the high pressures involved.
Additional research is required to develop
monitoring instrumentation to measure
pressures in-situ and to validate overlap of
elements that are created.
Cutoff walls are one of the most effective
engineering solutions for mitigating
seepage and piping failure modes for dams
and levees. Equipment and construction
techniques have been developed and field
tested that show that a uniform cutoff wall
can be constructed to depths in excess of
Conclusions
425 ft (129 m) with a high degree of
confidence. Drilling techniques to assure
overlap and alignment have been proven
on Wolf Creek Dam and other recent dam
safety projects.
Data management systems are an
important improvement in the industry
and profession. The ability to collect and
store geo-referenced data is very important
for the future management of USACE’s dam
and levee inventories. There are other
design standards and documents available.
For example, the U.S. Bureau of
Reclamation is updating its Design Standard,
Chapter 10, Cutoff Walls (1986). In Europe,
EN 1538 – Execution of Special Geotechnical
Works – Diaphragm Wall (2010) is used as a
standard. The Embankment Dams
Committee of ICOLD has also recently
published a bulletin on cutoff walls.
The dam safety profession needs to
research the long-term performance of
various cutoff wall backfills, including their
cracking and erosion potential under high
stress and gradient loading conditions.
USACE anticipates completing and
issuing the new engineering manual,
Seepage Control Cutoffs for Dams and Levees
by the end of September 2014.
Figure 2. Estimated percentage of failure modes by type for USACE levee inventory
Figure 3. Walter F. George Dam – secant wall elements being drilled through casing from the water side of the dam
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DEEP FOUNDATIONS • MAR/APR 2014 • 89
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90 • DEEP FOUNDATIONS • MAR/APR 2014
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DEEP FOUNDATIONS • MAR/APR 2014 • 91
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35 YEARS OF INNOVATION AND QUALITY
MODEL GK- 405 VIBRATING WIRE READOUT new
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The Model GK- 405 Vibrating Wire Readout is designed for use with all Geokon vibrating wire
sensors. It comprises a battery-powered readout unit that communicates, via Bluetooth®, with a Handheld Field PC running the GK- 405 application. The Model GK- 405 can also read the thermistors included with most Geokon vibrating wire sensors, and display the temperature directly in °C.
All readings can be stored and exported to a number of different fi le formats. Syncing to a host computer is simple and straightforward, allowing project folders and data fi les to be easily saved. The Model GK- 405 Readout is available with or without the Handheld Field PC because the Model GK- 604-6 Field PC, provided with Geokon’s GK- 604 Inclinometer Readout, is compatible with both systems.
For more information visit : www.geokon.com/GK-405
PEOPLE & COMPANIES
92 • DEEP FOUNDATIONS • MAR/APR 2014
Tracy Brettmann, P.E.,
D.GE, joined A.H. Beck
Foundation Company as
vice president of engineer-
ing working from Houston,
Texas. In this capacity,
Brettmann is responsible for engineering
oversight of all specialty deep foundation,
soil improvement and earth retention
projects. His expertise in the geotechnical
engineering and specialty deep foundation
industry will provide additional leadership
to increase Beck’s design-build oppor-
tunities as the company enters its 82nd year
in business. Brettmann has 25 years of
experience, is a past president of DFI, and a
former chair of the Augered Cast-in-Place
Pile Committee. He currently serves on the
board of the DFI Educational Trust.
Nicholson Construction was awarded a
$72.1 million design-build contract to
replace an existing force main from the
Virginia Key Central District Wastewater
Treatment Plant under Biscayne Bay Norris
Cut to Fisher Island. The project, which
involves changing out the current 54 in
(1.37 m) sewer force main for a 60 in (1.52 m)
replacement, should last approximately 26
months. The main scope includes the
installation of a precast concrete segmental
tunnel, which will stretch more than a mile
from the treatment plant on Virginia Key to
Fisher Island. The design-build contract
includes planning, engineering, design,
permitting, procurement, construction/
installation, testing and the start-up of the
replacement force main. Nicholson will act
as the general contractor for the project,
with subcontractors including Arup and
various local sub-consultants and
subcontractors. The project was slated to
start in early 2014.
Schnabel Engineering, Inc., Glen Allen,
Va., announced an addition to the Schnabel
family of companies with the acquisition of
Geo/Environmental Associates, Inc. (GA),
Knoxville, Tenn. GA specializes in the
design of dams, waste disposal impound-
ments, landslide repairs, retaining structures,
ground improvements, environmental
assessments, environmental remediation and
foundation design. Schnabel specializes in
geotechnical, geostructural, dam and tunnel
engineering, as well as environmental,
geosciences, construction monitoring and
resident engineering services. The merging
of Schnabel and GA provides an
opportunity for both firms to expand and
enhance the services they both provide
throughout the country and globally.
Schnabel, an employee-owned company,
employs nearly 300 in 18 offices nation-
wide. GA, with a staff of 20 in one location
in Knoxville, Tenn., will operate as a
wholly-owned subsidiary of Schnabel.
Schnabel Engineering also
announced that William
K. Petersen, P.E., joined
the firm as senior associate
in the West Chester, Pa.,
office. Petersen has over
24 years of experience in geotechnical and
geological engineering including site
investigations, design recommendations,
and construction monitoring for bridge,
dam, tunnel, highway, railroad, commercial
and residential projects.
ASFE/The Geoprofessional Business
Association (GBA) is now offering DFI
members a free subscription to NewsLog -
the electronic newsletter of the association,
issued every two weeks. GBA is a not-for-
profit organization that specializes in helping
its 300 member firms and their clients con-
front risk and optimize performance in
order to maximize geoprofessionals’
importance and value to the marketplace.
To sign-up for the newsletter go to
www.asfe.com.
Kevin Cargill, P.E., was
promoted to president
and CEO of Schnabel
Foundation Company in
Sterling, Va. Cargill was
previous ly the v ice
president and regional
manager of Schnabel’s
Southeast Regional Office
s ince 2003. Cargi l l
replaces Hubert Deaton
III, P.E., who served as
Schnabel ’s president
since 1988 and will
continue on as a director.
Scott Ballenger, P.E., has
been named to replace
Cargill as Schnabel’s
southeast regional manager. Ballenger
joined Schnabel in 2003 as a construction
manager. Schnabel Foundation Company
is a nationwide contractor specializing in
earth retaining structures, micropiles and
ground improvement since 1959.
Ronald J. Ebelhar, P.E., D.GE, a senior
principal at Terracon in Cincinnati, Ohio,
was elected to serve a one-year term as vice
chairman of the ASTM International board
of directors. Ebelhar, who joined ASTM
International in 1980, is chairman of
Committee D18 on Soil and Rock. An
ASTM fellow and 2003 Award of Merit
recipient, Ebelhar has received several
awards from D18, including R.S. Ladd
Standards Development Awards, the
Woodland G. Shockley Award, the A. Ivan
Johnson Outstanding Achievement Award,
two Special Service Awards and the
Committee D18 Technical Editor’s Award.
He also received a Service Award from the
ASTM Committee on Technical Committee
Operations, on which he served a two-year
term. He has served on the ASTM board of
directors since 2010.
DEEP FOUNDATIONS • MAR/APR 2014 • 93
earthquake engineering, have significant
independent contributions and show
promise of excellence in research. The
award is a $1,100 cash prize and a plaque.
See nomination requirements at
www.yoga10.org. For further information,
please contact Shamsher Prakash at
Specialty geotechnical
contractor Moretrench
announced two new
senior management posi-
tions. Scott D. Dodds
joined the company as
g e n e r a l m a n a g e r –
geotechnical group, Mid-
Atlantic & Midwest
Regions. Dodds is a grad-
uate of the University of
Pittsburgh with a B.S. in
Civil Engineering, and has more than 25
years of construction industry experience.
Greg Peitz joined the company as
operations manager–geotechnical group,
Mid-Atlantic & Midwest Regions. Peitz has
a B.A. in business administration from
Robert Morris University, Pittsburgh, Pa.,
and more than 30 years of specialty
geotechnical construction management
experience. His expertise is in large
diameter drilled shafts.
Geocomp’s Dr. Rachid Hankour, 53, of
Harvard, Mass., died in December 2013,
following a brief battle with cancer.
Hankour earned his M.S. and Ph.D. in Civil
Engineering from Tufts University in
Medford, Mass., where he taught for the
next quarter century. In 1994, Hankour
joined Geocomp Corporation in Acton,
Mass., and became vice president and
director of lab systems. He taught
undergraduate and graduate level courses
at Tufts and, in 2011, was appointed
Professor of the Practice in recognition of
his widely-recognized expertise in state-of
the-art geotechnical test ing and
instrumentation and his commitment to
excellence in teaching.
Mary Pohlman joined
Jeffrey Machine, Inc. in
Birmingham, Ala., as
international sales repre-
sentative with over 13
years of experience in the
foundation drilling and construction
industry. Pohlman’s extensive marketplace
knowledge helps to accurately identify
customers’ needs and assists the
manufacturing team with developing the
right drilling tool solution. Her broad
understanding of the foundation tooling
industry will help to extend Jeffrey
Machine’s customer service into the
international marketplace.
The Shamsher Prakash Foundation is
soliciting nominations for the 2014
Shamsher Prakash Research Award for
young engineers, scientists and researchers
(40 years or younger) from all over the
world. Nominations are due March 31,
2014. The candidates should specialize in
geotechnical engineering and/or geotechnical
DEEP FOUNDATIONS • MAR/APR 2014 • 95
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DEEP FOUNDATIONS • MAR/APR 2014 • 97
Junttan Oy Rolls Out New X-Series Pile Driving Rigs
Junttan Oy launched three new models in
its X-Series pile driving rig family in
addition to the smaller range PMx20,
PMx22, PMx24 and PMx25 rigs launched
a few years ago. The new models, carrying
the nickname J-reX, are the PMx26,
PMx27 and PMx28, and have maximum
leader capacities of 20, 23 and 25 tonnes
(44, 51 and 55 kips) and maximum pile
lengths of 24, 25 and 28 m (79, 82, and
92 ft) respectively.
The structure and component layout of
the PMx26-28 series was redeveloped
according to Junttan’s 35 years of
experience in the field. The hydraulic
system was overhauled and the X-control
system for the PMx26-28 series was further
developed for convenient and productive
operation and low fuel consumption.
Improving operator efficiency and
safety, as well as minimizing energy losses
within the system, were the key design
goals for the PMx26-28 series. Deep system
integration resulted in reduced emissions,
improved performance and improved fuel
economy without compromising machine
performance. Several developments drama-
tically minimized fuel consumption includ-
ing a thermostatically-controlled engine
and hydraulic oil coolers with an optimized
air circulation system and a streamlined
main hydraulic oil circuit with extended
hose diameters. These changes decreased
fuel consumption by up to 2 L (0.5 gal) per
hour compared to previous models. The
new post-compensated and load sensing
hydraulic system saves another 1 L (.25 gal)
per hour compared to traditional hydraulic
systems. The PileCruise feature eliminates
human factors from the total system
efficiency, decreasing the power consump-
tion of the hammer by up to 20%, depend-
ing on the operator. Tier 4 certified Cummins
engines are also available to further decrease
emissions. The PMx26-28 series premiered
at Conexpo 2014, in Las Vegas, Nev.The new J-reX pile driving rig
98 • DEEP FOUNDATIONS • MAR/APR 2014
Versatility, Reliability & Durability
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DEEP FOUNDATIONS • MAR/APR 2014 • 99
BSP Launches New Range ofLightweight Hammers
BSP International Foundations (BSP) announced the launch of a
new range of powerful yet lightweight hammers, which provide
greater stability to piling rigs, especially in applications where a
greater reach is required. Designated the LX range and comprising
three models, the new hammers also provide a solution for the
installation of all pile types.
The three hammers, LX30, LX40 and LX50, can drive steel,
concrete or timber piles in a variety of soil conditions. Major
features include total control of hammer stroke and blow rate,
precise matching of energy to suit the pile driving requirements
while an efficient hydraulic system gives low energy loss, and a low
running cost.
The hammers can be fitted with a single acting hydraulic system
to give an equivalent stroke of 800 mm (31.5 in) or alternatively a
double acting cylinder can be fitted to give an equivalent stroke of
1.2 m (3.9 ft). A range of standard drive caps and pile helmets are
available for the LX range, which can be operated from BSP power
packs or from hydraulic piling rigs or cranes.
The new LX40 lightweight hammer
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102 • DEEP FOUNDATIONS • MAR/APR 2014
AD INDEX CALENDAR
DFI 2014 EventsAmerican Piledriving Equipment Inc . . . . . . 4BAUER Foundation Corp. . . . . . . . . . . . . . . 69BAUER-Pileco . . . . . . . . . . . . . . . . . . . . . . . . 24Bay Shore Systems, Inc. . . . . . . . . . . . . . . . . . 8Bermingham Foundation Solutions . . . . . . 18Brasfond Fundacoes Especiais S/A. . . . . . . . 11Brayman Construction Corporation . . . . . . 46Casagrande USA . . . . . . . . . . . . . . . . . . . . . 32Center Rock Inc. . . . . . . . . . . . . . . . . . . . . . . 16CETCO . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 51Colorado School of Mines . . . . . . . . . . . . . . 43Comacchio SRL . . . . . . . . . . . . . . . . . . . . . . . 40Consolidated Pipe and Supply. . . . . . . . . . . 90Con-Tech Systems Ltd. . . . . . . . . . . . . . . . . . 82Cranes, Inc. . . . . . . . . . . . . . . . . . . . . . . . . . . 91CZM Foundation Equipment . . . . . . . . . . . . 62Dahil Corporation . . . . . . . . . . . . . . . . . . . . 51Drilltools . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22Dywidag Systems International (DSI) . . . . . 26Equipment Corporation of America . . . 60, 61Foundation Technologies, Inc. . . . . . . . . . . 10GEI Consultants, Inc. . . . . . . . . . . . . . . . . . . 74Geokon, Inc. . . . . . . . . . . . . . . . . . . . . . . . . 91Geo-Solutions . . . . . . . . . . . . . . . . . . . . . . . . 48Giken America Corporation . . . . . . . . . . . . 33Givens International Drilling Supplies, Inc. 50GMS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 93Goettle . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25Hammer and Steel . . . . . . . . . . . . . . . . . . . 103Hardman Construction, Inc. . . . . . . . . . . . . 82Hayward Baker . . . . . . . . . . . . . . . . . . . . . . 76Hennessy International, Inc. . . . . . . . . . . . 44Hercules Machinery Group . . . . . . . 36, 67, 89HIIG Construction. . . . . . . . . . . . . . . . . . . . . 38Hong Xiang Technologies . . . . . . . . . . . . . . 96ICE-International Construction Equipment, Inc. . . . . . . . . . . . . . . . . . . . . . 98Instantel . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18JD Fields & Company, Inc. . . . . . . . . . . . . . . 28Jeffrey Machine, Inc. . . . . . . . . . . . . . . . . . 100Kelly Tractor . . . . . . . . . . . . . . . . . . . . . . . . 83Kiewit Infrastructure Co. . . . . . . . . . . . . . . . 70L. G. Barcus & Sons . . . . . . . . . . . . . . . . . . . . 84Lally Pipe & Tube . . . . . . . . . . . . . . . . . . . . . 88Langan Engineering & Environmental Services . . . . . . . . . . . . . . . 43Liebherr-Werk Nenzing GmbH . . . . . . . . . . 23Loadtest . . . . . . . . . . . . . . . . . . . . . . . . . . . . 68Magnus Pacific Corporation . . . . . . . . . . . . . 2Mait S.p.A . . . . . . . . . . . . . . . . . . . . . . . . . . . 31Malcolm Drilling Company Incorporated . . 20Mueser Rutledge Consulting Engineers . . . 93National Rig Rental . . . . . . . . . . . . . . . . . . . 29Naylor Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . 39Nucor-Yamato . . . . . . . . . . . . . . . . . . . . 52, 53PennDrill Manufacturing. . . . . . . . . . . . . . . 47Pieresearch . . . . . . . . . . . . . . . . . . . . . . . . . 59Pieresearch and Pile Protection Tops . . . . . 43Pile Dynamics . . . . . . . . . . . . . . . . . . . . . . . . 35PJ’s Rebar . . . . . . . . . . . . . . . . . . . . . . . . . . . 97Plaxis bv . . . . . . . . . . . . . . . . . . . . . . . . . . . . 66Pro-Dig, LLC . . . . . . . . . . . . . . . . . . . . . . . . . 27PTC Fayat . . . . . . . . . . . . . . . . . . . . . . . . . . . 75PVE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 68, 99RST Instruments LTD . . . . . . . . . . . . . . . . . . 34SAS Stressteel, Inc. . . . . . . . . . . . . . . . . . . . . 17Soilmec North America . . . . . . . . . . . . . . . . 95Star Iron Works, Inc.. . . . . . . . . . . . . . . . . . . 74Sterling Lumber . . . . . . . . . . . . . . . . . . . . . . 10Steven M. Hain Co., Inc. . . . . . . . . . . . . . . . 39Subsurface Constructors, Inc. . . . . . . . . . . . 81Tectonic Engineering & Surveying Consultants, P.C. . . . . . . . . . . . . . . . . . . . . . 30TEI Rock Drills . . . . . . . . . . . . . . . . . . . . . . . . 54Treviicos Corporation. . . . . . . . . . . . . . . . . . 19Watson Drill Rigs . . . . . . . . . . . . . . . . . . . . . . 6Williams Form Engineering Corp. . . . . . . . 94
March
April
May
June
July
August
September
October
November
19-20 DFI-ADSC Anchored Earth Retention/Micropile Design and Construction SeminarHilton Seattle Airport and Conference Center, Seattle, WA
2-3 DFIMEC 2014, American University, Dubai, UAE
3 Helical Piles and Tiebacks Specialty SeminarAmeristar Casino Resort Spa, St. Louis, MO
4 DFI-CSCE Spring WorkshopState University of New Haven, West Haven, CT
28-30 DFI-ADSC Drilled Shaft SeminarGrandover Resort & Conference Center, Greensboro, NC
(TBD) Practical Deep Foundation Design and Construction for Seismic and Lateral Loads, Seattle, WA
21-23 DFI-EFFC International Conference on Piling and Deep Foundations, Stockholmsmässan, Stockholm, Sweden
11-14 ISM-DFI-ADSC 12th International Workshop on MicropilesQubus Hotel Kraków, Kraków, Poland
18-20 SuperPile 2014, Hyatt Regency Cambridge, Cambridge, MA
26 Slurry Wall Seminar, Los Angeles, CA
21 DFI Educational Trust Annual Golf Outing FundraiserChartiers Country Club, Pittsburgh, PA
TBD Marine Foundations Seminar – Design and Construction of the New Tappan Zee Bridge, Tarrytown, NY
TBD DFI-CSCE Annual Fall Seminar, CT
TBD Slope Stabilization and Excavation Support SeminarPittsburgh, PA
21-24 39th Annual Conference on Deep FoundationsAtlanta Marriott Marquis, Atlanta, GA
27 DFI Educational Trust Annual Golf Outing FundraiserCastlewood Country Club, Pleasanton, CA
TBD DFI Educational Trust Annual Gala Fundraising DinnerNew York/New Jersey
DFI Events: Go to www.dfi.org/dfievents.asp for up-to-date information
Industry Events: A complete list can be found at www.dfi.org/industryevents.asp
DRILLING RIGS
www.hammersteel.com800-325-PILE (7453) • (314) 895-4600
Piling, Pile Driving & Drilling Equipment
SALES • RENTAL PARTS • SERVICE
Missouri800.325.PILE (7453) • 877.224.3356 • 904.284.6800 • 913.768.1505 • 952.469.6060 • 973.512.2940 • 936.257.8790
California Florida Kansas Minnesota New Jersey Texas
Hammer & Steel Sells and Rents Comacchio MC Line
The basic line of multiuse rigid and articulated hydraulic crawler drill rigs which are suitable for several types of specialized works, such as ground consolidation, anchor drilling, geotechnical works, water well drilling and geothermal energy.
Hammer & Steel has been in business for 25 years and offer superior after-sales service
on all equipment. We have stocking facilities throughout the U.S.
DFIIOT NA SD INN
SU TO IF T
UPE T
E E
DPRESORTED STANDARD
U.S. POSTAGE PAIDPHILADELPHIA, PAPERMIT NO. 102
Deep Foundations Institute326 Lafayette AvenueHawthorne, NJ 07506 USA973-423-4030Fax 973-423-4031
Aerial View of Spillway Platform of Bluestone Dam
