Identifying Number MPC-(Given by NDSU)

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Nov 25, 2013 (3 years and 7 months ago)

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Identifying Number MPC
-
(Given by NDSU)

Time Duration 2012
-
2013

Project Title
:

Title
-

Highway Structures Supported on Expanded Polystyrene (EPS) Embankment without
Deep Foundations


Universit
y
:

University of Utah


Principal Investigators:

Steven F.
Bartlett
,
Associate Professor
,
bartlett@civil.utah.edu
, Dept. of Civil and
Environmental Engineering, 110 Central Campus Dr., Salt Lake City, Utah 84112, 801
-
587
-
7726


Research Needs:


In 1972, the Norwegian Public Roads Administration (NPRA) adopted the use of
Expanded Polystyrene (EPS) geofoam as a super light
-
weight fill material in road embankments.
The first project involved the successful reconstruction of road embankment adjacent
to a bridge
founded on piles to firm ground. Prior to reconstruction, the pre
-
existing embankments, resting
on a 3 m thick layer of peat above 10 m of soft marine clay, experienced a settlement rate of
more than 200 mm per year. However, by replacing 1 m
of
ordinary

embankment material with
two layers of EPS blocks, each 0.5
-
m thick, the settlement was successfully halted. The EPS
blocks deployed had a density of 20 kg/m
3
, which is

nearly 100 times lighter than the replaced
materials

(
Aabøe R.
and
Frydenlu
nd, T. E.
, 2011).

Subsequently, E
PS
geofoam t
echnology has been successfully used

elsewhere

in Europe,

Japan and the United States as a super light
-
w
eight material
which is
placed around
highway
bridges supported on deep foundations.

(Frydenlund

and
Aabøe
,

2001; Miki, 1996; Bartlett et al.,
2000) (Figure 1).
The American Association of State Highway and Transportation Officials
(AASHTO), in cooperation with the Federal Highway Administration (FHWA), funded National
Cooperative Highway Research Program (NCHR
P) Project 24
-
11(01) titled “Guidelines for
Geofoam Applications in Embankment Projects” and Project 24
-
11(02) titled “Guidelines for
Geofoam Applications in Slope Stability Projects.” The results of these projects are available in
the following reports:
NCHRP Report 529, NCHRP Web Document 65, NCHRP 24
-
11(02) Final
Report.

The results of both NCHRP Project 24
-
11 studies demonstrate that EPS
-
block geofoam
is a unique lightweight fill material that can provide a safe and economical solution to
construction
of stand
-
alone embankments and bridge approaches over soft ground, as well as an
effective and economical alternative to slope stabilization and repair. Benefits of utilizing EPS
-
block geofoam as a lightweight fill material include: (1) ease of constructio
n, (2) can contribute
to accelerated construction, (3) ability to easily implement phased construction, (4) entire slide
surface does not have to be removed because of the low driving stresses, (5) can be readily stored
for use in emergency slope stabiliza
tion repairs, (6) ability to reuse EPS blocks utilized in
temporary fills, (7) ability to be placed in adverse weather conditions, (8) possible elimination of
the need for surcharging and staged construction, (9) decreased maintenance costs as a result of
less settlement from the low density of EPS
-
block geofoam, (10) alleviation of the need to
acquire additional right
-
of
-
way for traditional slope stabilization methods due to the ease with
which EPS
-
block geofoam can be used to construct vertical
-
sided fill
s, (11) reduction of lateral
stress on bridge approach abutments, (12) excellent durability, (13) potential construction
without utility relocation, and (14) excellent seismic behavior.

DOTs are particularly interested in the benefit of accelerated constru
ction that EPS
-
block
geofoam can provide when constructing embankments over soft foundation soils. In June 2002,
the FHWA, in a joint effort with AASHTO, organized a geotechnical engineering scanning tour
of Europe
(
AASHTO and
FHWA, 2002
)
. The purpose of the European scanning tour was to
identify and evaluate innovative European technology for accelerated construction and
rehabilitation of bridge and embankment foundations. Lightweight fills is one of the technologies
that wa
s evaluated. One of the preliminary findings of the scanning project is that lightweight
fills such as geofoam are an attractive alternative to surcharging soft soil foundations because the
requirement of preloading the foundation soil can possibly be elim
inated and therefore,
construction can be accelerated. The benefit of accelerated construction that use of EPS
-
block
geofoam can provide was a key factor in the decision to use EPS
-
block geofoam in projects such
as the I
-
15 reconstruction project in Salt L
ake City, UT; the Central Artery/Tunnel Project
(CA/T) in Boston, MA; and the I
-
95/Route 1 Interchange (Woodrow Wilson Bridge
Replacement) in Alexandria, VA.

The extremely lightweight nature of EPS allows for rapid
embankment construction atop soft ground
conditions without causing damaging settlement to
the deep foundations, bridge structure and approach pavements. The EPS embankment
technology is well
-
developed for such applications, but except for a few cases in Norway, it has
not been used for the direc
t support of the bridge structures (i.e., placing the bridge foundation
support directly on the EPS without the installation of deep foundations (e.g., piles, shafts,
caissons or piers) in the U.S.

However in Norway, bridges have been directly supported by

EPS geofoam without deep
foundations. The NPRA has pioneered this application for a few bridges underlain by

soft
,

clay
ey

deposits

where the bridge structure rest solely on EPS blocks
.

These sites are: (1) the
Lokkeberg Bridge, which is a single
-
span, te
mporary, Acrow steel bridge; (2) the
Gimsøyvegen
bridge, which is similar in construction and size to the Lokkeberg Bridge,
(3) the
Hjelmungen
bridge, which is a multi
-
span, continuous concrete slab bridge with one abutment founded on
EPS
-
blocks and the ot
her founded on piles; and (4) three pedestrian bridges in the City of
Fredrikstad, which consisted of EPS block supports clad with protective panels. The NPRA
reports that an
EPS bridge support system has provided

considerable
cost and time
savings

when
c
ompared with traditional bridge support systems (
Aabøe R.
and
Frydenlund, T. E.
, 2011).

The best documented and studied case is that of the Lokkeberg Bridge which is located in
Norway near the border with Sweden

(Frydenlund

and
Aabøe
, 2001,
Aabøe

and Frydenlund,
2011). This is a 36.8
-
m long, single span truss structure that is founded on EPS block resting
atop quick clay (Figure 2). This temporary structure remained in service for about 17 years and
considerable data were obtained regarding its p
erformance. During that period, no signs of
cracks or uneven deformation were observed even though the underlying sensitive clay settled
about 25 cm and the geofoam compressed internally about 5 cm (Figure 3) (
Aabøe

and
Frydenlund, 2011).


Figure
1

Temporary single
-
lane bridge structure supported on EPS block at Lokkeberg, Norway. (Note the absence of
deep foundation system at this location.) (after
Aabøe

and Frydenlund, 2011).

In 2006, the bridge was removed and reused and the

EPS blocks were also reused at
another embankment site. (It should be noted that the amount of consolidation settlement that
occurs under an EPS system can be reduced to smaller amounts than was experienced at the
Lokkeberg Bridge by using a fully
compen
sated foundation system. In this
approach, subexcavation of some native
soil is required in an amount equal to
the weight of the EPS and proposed
pavement system. When done in this
manner a “zero net load,” case is
obtained, which reduces the settlement
of the foundation soils.)

C
reep and stress distribution
measurements were also made within
the EPS and foundation soils at the
Lokkeberg Bridge. Most of the
de
formation occurred during the
construction period and only minor creep
affects were measured after this period
(Figure 3)

(
Aabøe

and Frydenlund, 2011). For a 17
-
year period, the average creep in the total
embankment was about 1 percent; however the lowest

layer of EPS underwent about 6 percent
creep strain. Except for the side of the embankment where the pressure reached 80 kPa, pressure
cell data show that the internal pressure in the EPS embankment from the dead load is about 50
to 60 kPa. These values
corresponded well with those estimated from theoretical studies
(
Aabøe

and Frydenlund, 2011).


Research Objectives:

This proposal focus on objectives and tasks required to evaluate potential use of EPS as a
bridge support system for temporary and permanent

bridges and pedestrian overpasses. The
objectives of the proposed research are: (1) evaluate an EPS support system for single span
structures and pedestrian overpass supported on EPS using the knowledge and data gained from
the Norwegian case studies, (2
) evaluate the expected performance of this system(s) under static
and dynamic loading using material testing and numerical modeling of prototypes and full
-
scale
Figure
2

Long
-
term settlement measurements at the Lokkeberg
bridge.

systems previously used and installed in Norway, and (3) develop recommendations for future
re
search/testing/development required for implementation of this technology in the U.S.


Research Methods:


The tasks required to complete this program include: (1) literature review and gathering
of data regarding the current state of practice in Norway for constructing temporary and/or
permanent bridges supported on EPS embankment, (2) development of the perf
ormance
requirements, design criteria and conceptual design of the EPS support system(s), (3) evaluation
of possible mechanism of connecting and supporting bridges placed on or within the EPS (e.g.,
reinforced concrete footings, or other shallow foundation

system constructed within or atop the
EPS, (4) laboratory testing of the EPS to determine the requisite strength, compressibility and
creep properties of the EPS under bridge loadings, (5) development of embankment geometries
and EPS block layout patterns

that will support the footing system(s) without overstressing the
EPS from the static, traffic and other live and dynamic loads, (6)
numerical
evaluation of the
performance data from the Norwegian bridge sites and other Norwegian testing of prototype
emba
nkments to develop and validate
analytical and
numerical approach
es

that can be used
for
the

design
of actual

systems, (7)
make recommendations regarding the
implementation of the
validated approach(s)

and

(8) prepare a technical report with methods, findi
ngs and
recommendations regarding the

further development and

i
mplementation of this technology in
the U.S. for ABC.



Expected Outcomes:


The primary outcome is the evaluation and development of EPS bridge support system
with the requisite engineering eva
luation(s) and recommended design methodologies to support
the design and construction of such system in the U.S.


Relevance to Strategic Goals:


This project and its outcomes fulfill the following strategic goals of the MPC and FHWA:
(1) economics, (2)
competiveness and (3) sustainability. It is anticipated that the EPS bridge
support system will be less expensive than traditional bridge foundations at bridge crossing
constructed atop soft soils. In addition, because the proposed technology can be cons
tructed
much more rapidly than conventional construction and provides better long
-
term performance,
these factors will contribute to its competiveness as a rapid construction technology in a manner
that is complementary to accelerated bridge construction (
ABC). Lastly, the Norwegian Public
Roads Administration has reused and repurposed of EPS block, hence this technology is
potentially more sustainable than current bridge support technologies used atop soft ground
conditions.


Educational Benefits:


One P
h.D. student will be employed in the laboratory and numerical evaluations
described above. In addition, graduate level course material will be developed from the research
findings and included in graduate level courses taught at the University.


Work Pla
n:


Task 1 involves gathering the information and data that NPRA and others may have
regarding the research topic. NPRA has conducted prototype and full
-
scale tests that have
measured the vertical pressures, deformations and creep strain within the EPS em
bankment and
foundation soils. These data can be used to evaluate the performance of the conceptual system
and validate the analytical/numerical methods that will be used in the further development of the
technology. This information can also be useful in

evaluating the implementation and
constructability of the technology.


In Task 2, the performance requirements and design criteria will be reviewed and defined
that pertain to the conceptual design of temporary and permanent bridge support systems. For
s
ystems constructed in the U.S., importance reference documents include: AASHTO (2012) for
structures and guidance from NCHRP 529 (Stark et al., 2004a), NCHRP 65 (Stark et al., 2004b)
and
NCHRP Project 24
-
11(02)

(Arellano et al., 2011) for EPS embankments
and slopes. The
appropriate design criteria and performance requirements will be summarized from these
documents and will become the basis for the conceptual design of the system(s).


In Task 3, methods of supporting and securing the bridge girder / truss
systems will be
explored and evaluated for single span bridges. The method employed by NPRA at the
Lokkeberg Bridge consisted of a reinforced concrete footing that was placed near the top of the
EPS (Figure 2). In this approach, the supporting footing was

integrated with the load distribution
slab, which protects the EPS from localized overstressing due to vehicular traffic. However,
other systems of supporting and connecting the bridge system to the EPS embankment may be
possible. These will be explored

during the conceptual design of the system(s). In addition,
because U.S. application may include seismically active areas, the footing/embankment system
must be able to resist the uplift, rocking, torsional and translational forces associated with
earthq
uakes. Therefore, the EPS embankment must be evaluated for such mechanisms (Bartlett
and Lawton, 2008).


In Task 4, laboratory testing will used to define the stress
-
strain, creep and dynamic
properties of EPS. Some of the testing has already been complet
ed by various researchers (Stark
et al., 2004b; Lingwall, 2011; Trandafir et al. 2011a, 2011b), but additional material testing may
be required to address some of the behaviors introduced in development of the conceptual
design. This testing will be done a
t the geotechnical and material laboratories of the U. of Utah
and the NPRA. In addition, prototype testing,

similar to that which was discussed by
Aabøe

and
Frydenlund (2011), is planned at the Traffic Safety, Environmental and Road Technology
Department

of the NPRA. Reduced
-
scale test embankments may also be used to explore the
stress distribution created in the EPS by various long
-
term and live loading conditions. In
addition to this new data, information obtained from prior prototype embankment tests
will also
be assessed to validate the analytical/numerical evaluation approach (Task 6).

Task 5 will be done in conjunction with Task 6 and involves the selection of EPS
embankment geometries and block layout patterns that will support the dead and live lo
ads
transmitted to the system. In the U.S., two general EPS embankment geometries are used: (1)
trapezoidal embankments (Figure 1) and (2) vertical embankments protected by tilt
-
up, fascia
panel walls (Farnsworth et al., 2008). In both of these configur
ations, the density and stiffness of
the EPS can be varied so that overstressing of the EPS does not occur. Generally, blocks with
higher EPS stiffness and density are used in areas where the vertical stresses are high, such as
underneath the foundation el
ements or underneath the approach and pavement surfaces (NCHRP
65, Stark et al., 2004b).
The aim o
f this task is

to produce recommendations regarding a suitable
range of stress levels from bridge supports for permanent and transient bridge loads and the
co
rresponding strength require
ments for the underlying EPS

blocks. This would include how the
blocks should be arranged regarding variation in strength with embankment height, block
positions and the need for intermittent concrete slabs
,

etc.

In addition, d
epending on variations
in
the possible
ground conditions regarding subsoil strength and settle
ment characteristics, this
will influence

t
he type of bridge structure that could be considered (single
-

and multi
-
span,
temporary and permanent) for such
EPS

bri
dge supports.

The interaction of the EPS support
system with the ground system will be explored using a reasonable variation in soil properties
based on previous case studies (
Aabøe

and Frydenlund, 2011; Farnsworth et al., 2008) and
expert opinion.


Task
6 involves the development, verification and application of analytical/numerical
tools and techniques that will be used to evaluate the performance of the EPS support system.
The primary issue to be explored is the vertical and horizontal stress distribut
ions that develop in
the EPS embankment from the various loading conditions. These stresses must be kept within
specific tolerances to ensure that the EPS is not subjected to excessive creep during its design
life. The modeling approach will be developed

and verified using the prototype and full
-
scale
performance data from NPRA (
Aabøe

and Frydenlund, 2011) and from field monitoring and
evaluations performed on similar EPS embankments for the I
-
15 Reconstruction Project
(Newman et al., 2011; Farnsworth et
al., 2008). The modeling will use commercially available
geotechnical software such as FLAC, FLAC3D, UDEC and PLAXIS.

Task 7 applies the evaluation approaches developed in Task 6 to a conceptual system(s).
Once the modeling/evaluation approach is validate
d, it will be used to evaluate the various EPS
support system configurations under various static and dynamic loadings. The static loading
considered by this research will be the dead weight of the bridge, pavement, footings and EPS
embankment systems. T
he dynamic loadings considered will consist of vehicular traffic
loadings and seismic loadings. During this step, it is important the research demonstrates that
the proposed EPS support system(s) will be sufficient for the various loading combinations
wit
hout excessive deformation or movement of the bridge, EPS system, or the underlying
foundation soils.


Lastly, a technical report will be prepared that presents the findings of the research,
laboratory and numerical experiments (Task 8). This report wil
l make recommendations
regarding the steps required to further develop and/or implement the technology.


Project Cost:

Total Project Costs: $
57,133

MPC Funds Requested: $
25
,053

Matching Funds:
$57,133 ($27,133 U of U and $20,000 NPRA)




Source of

Matching Funds
:


The funding of this research and development is a collaborative effort between the U. of
Utah and the Norwegian Public Roads Administration (NPRA). The research may include
participation from other European countries, such as the Nethe
rlands and Turkey, but the
participation from these latter countries is not yet formalized as the researchers from these
countries are still seek funding from their respective nations. The U. of Utah will be the lead
organization responsible for administr
ation and delivery of the technical report to the MPC.


This proposal requests $25,053

of MPC funding to pay for graduate student
funding and
support

on the project. In addition to this requested money, t
he U. of Utah participation involves
funding of 1 f
aculty member to oversee the research and report production. The U. of Utah Civil
and Environmental Engineering Department (CVEEN) will contribute approximately
$
37,133

(2
month
salary, travel costs and F&A
) to this effort. The NPRA collaboration consists

of

a $20,000
cash contribution and

staff support. The NPRA will work in conjunction with the CVEEN PI in
developing the functional design criteria, performance requirements and conceptual design of the
system
(
s
)
.

The staff support will consist of
approxi
mately 300 man hours of senior engineering
staff time

with an estimated value of
$30,000. In addition, N
PRA has allocated space for the PIs
and his graduate student(s) to work directly with NPRA geotechnical and bridge engineers in
further development of
this technology. This collaboration will be done with the Directorate of
Public Roads in Oslo, Norway (see NPRA


letter of support).


Potential Peer Reviewers:

Grant Gummow, Geotechnical Engineer, Utah Department of Transportation, 4501 S. 2700 W.,
Salt
Lake City, Utah 84114,
801 965
-
4307,
ggummow@utah.gov


James Higbee, Geotechnical Engineer, Utah Department of Transportation, 4501 S. 2700 W.,
Salt Lake City, Utah 84114, 801
-
965
-
4351,
jhigbee@utah.gov


Blaine
Leonard, ITS Manager, Utah Department of Transportation, 4501 S. 2700 W., Salt Lake
City, Utah 84114, 801
-
887
-
3723,
bleonard@utah.gov


Timothy Stark, P
rofessor, Department of Civil and Environmental Engineer, U. of Illinois,
2217
Newmark Civil Engineering Laboratory
,
205 N. Mathews Ave.
,
Urbana, IL 61801
, 217
-
333
-
7394;
tstark@illinois.edu


Dawit Negussey, Profes
sor, Syracuse University, L.C. Smith College of Engineering and
Computer Science, 223 Link Hall, Syracuse NY 13244, 315
-
443
-
3304,
negussey@syr.edu


TRB Keywords:

Geofoam, embankment,


References:

AASHTO

(2012).

LRFD Bridge Design Specifications, Customary U.S. Units, 6th Edition
.


AASHTO and FHWA (2002). “2002 Scanning Project Innovative Technology for Accelerated
Construction of Bridge and Embankment Foundations.”
<http://www.fhwa.dot.gov/bridge/bescan.htm>. (2
5 September, 2002).


Aabøe R.
and
Frydenlund, T. E.
, (2011). “
40 Years of E
x
perience with the Use of EPS Geofoam
Blocks in R
oad

C
onstruction
,” EPS 2011, Lillestrom, Norway.


A Report on the International Workshop on Lightweight Geo
-
Materials (2002). IGS N
ews, 9.


Arellano, D., and Stark, T. D. "Load bearing analysis of EPS
-
block

geofoam embankments.
(2009). "
Proceedings of 8th International Conference on the Bearing Capacity of Roads,
Railways and Airfields, Champaign, IL, USA, 981
-
990.

Arellano, D., Stark
, T. D., Horvath, J. S., and Leshchinsky, D. (2011). "NCHRP Project 24
-
11(02), Guidelines for Geofoam Applications in Slope Stability Projects: Final Report." NCHRP
Project No. 24
-
11(02), Transportation Research Board, Washington, D.C.

Arellano, D., Tatum, J. B., Stark, T. D., Horvath, J. S., and Leshchinsky, D. (2010). "A
Framework for the Design Guideline for EPS
-
Block Geofoam in Slope Stabilization and Repair."
Transportation Research Record, 2170, 100
-
108.

Bartlett, S. F. and Lawton
E. C.,
(
2008
).

“Evaluating the Seismic Stability and Performance of
Freestanding Geofoam Embankment,” 6
th

National Seismic Conference on Bridges and
Highways, Charleston, S.C., July 27
th



30
th

2008, 17 p
.

Bartlett, S. F., Negussey, D., Kimball, M.,
(2000). “Design and Use of Geofoam on the I
-
15
Reconstruction Project,”

Transportation Research Board, January 9
th

to 13
th
, 2000.


Farnsworth C. F., Bartlett S. F., Negussey, D. and
Stuedlein A.

(
2008
).

“Construction and Post
-
Construction Settlement Perfor
mance of Innovative Embankment Systems, I
-
15 Reconstruction
Project, Salt Lake City, Utah,” Journal of Geotechnical and Geoenvironmental Engineering,
ASCE (Vol. 134 pp. 289
-
301).

FHWA (2006). “Priority, Market
-
Ready Technologies and Innovations List: Expan
ded
Polystyrene (EPS) Geofoam.”

<http://www.fhwa.dot.gov/engineering/geotech/research/bescan.cfm>.

Frydenlund, T. E. and Aabøe R. (2001). “Long
-
Term Performance and Durability of EPS as a
Lightweight Filling Material, EPS 2001, Salt Lake City, Utah.


Lingw
all, B. (2011). “Development of an Expanded Polystyrene Geofoam Cover System for
Pipelines at Fault Crossings,” Dissertation, Department of Civil and Environmental Engineerign,
University of Utah.


Miki, G. (1996). “EPS Construction Method in Japan.” Proc
eedings of the International
Symposium on EPS Construction Method, Tokyo, Japan.


NCHRP 529,
(2004).

“Guideline and Recommended Standard for Geofoam Applications in
Highway Embankments, NATIONAL COOPERATIVE HIGHWAY RESEARCH PROGRAM,
2004.


NCHRP Web Docume
nt

No.
65
, “
Geofoam applications in the design and construction of
highway embankments,”
Stark, T.D., Arellano, D, Horvath, J.S., Leshchinsky, D
.,
NCHRP
Project

24
-
11.


Newman, M. P., Bartlett S. F., Lawton, E. C.,
(
2010
).

“Numerical Modeling of Geofoam
Embankments,” Journal of Geotechnical and Geoenvironmental Engineering, ASCE, February
2010, pp. 290
-
298.

Stark, T. D., Arellano, D., Horvath, J. S., and Leshchinsky, D. (2004a). “Guideline and
Recommended Standard for Geofo
am Applications in Highway Embankments.” Transportation
Research Board, Washington, D.C., 71. <
http://trb.org/publications/nchrp/nchrp_rpt_529.pdf
>.

Stark, T. D., Arellano, D., Horvath, J
. S., and Leshchinsky, D. (2004b). “Geofoam Applications
in the Design and Construction of Highway Embankments.” Transportation Research Board,
Washington, D.C., 792. < http://trb.org/publications/nchrp/nchrp_w65.pdf>.

Trandafir, A. C., Bartlett, S. F. and

Erickson, B. A.
, (2011a).

“Dynamic Properties of EPS Geofoam from
Cyclic Uniaxial Tests with Initial Deviator Stress,”

EPS 2011 Geofoam Blocks in
C
onstruction
Applications,
Oslo Norway.


Trandafir, A. C., Erickson, B. A., Moyles J. F. and Bartlett S.F., (
2011b). “Confining Stress Effects on the
Stress
-
strain Response of EPS Geofoam in Cyclic Triaxial Tests,” ASCE Geo
-
Frontiers, Mar. 13
-
16,
2011, Dallas, Texas.