The paper describes the background and remediation steps that were taken to contain migration of a subsurface hydrocarbon contaminant plume at a site in the Canadian Arctic. A composite liner consisting of a novel fluorine surface-treated high-density polyethylene geomembrane and a geosynthetic clay liner was selected as the short-term (several years) barrier solution. The paper describes the design details, the selection criteria, and the challenges that were overcome to install the barrier system. A complimentary program of site monitoring is underway together with a parallel program of laboratory testing investigating the long-term effects of freeze-thaw, low temperatures, and contact with jet fuel on specimens of the barrier components. Results from site monitoring show that the barrier system is performing as planned three years after installation. Laboratory tests completed to date show that the geosynthetic barrier materials can be expected to maintain acceptably low rates of hydrocarbon diffusion and advection well beyond the original 3-year design life of the barrier system.
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GSA Tech Doc ID #:496 | CONTACT INFO:
International Journal of Geoengineering Case Histories
Elxis s.a.
Greece
Email: journal@geoengineer.org
Website: http://casehistories.geoengineer.org |
A major structural stabilization project was constructed in 2004 at the southerly terminus of Amelia Island, a 15.2 km long coastal barrier located in northeast Florida. The goal of the project was to reduce end loses from a 5.6 km updrift beach restoration project without adversely affecting the sediment trasnsport required to maintian the downdrift, inlet-facing shoreline. The constructed project consists of a 465-m long "leaky" terminal groin and a 93-m long detached breakwater, both built of rock. The groin is purposefully low and porous to allow passage of some littoral drift, and the breakwater is designed to augment beach stability at a shoreline "hinge point" updrift of the groin. Through August 2006, the project has met or exceeded the performance objectives.
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GSA Tech Doc ID #:577 | CONTACT INFO:
Tensar Earth Technologies
Gale Sanders
5883 Glenridge Drive
Suite 200
Atlanta, GA 30328-5363 USA
Phone: + 1 404-214-5350
Fax: + 1 404-250-0461
Email: gsanders@tensarcorp.com
Website: http://www.tensarcorp.com |
This paper discusses the design and construction of the foundation for a bridge approach
embankment which consists of back-to back mechanically stabilized earth walls (MSE)
constructed within a wetland area. The walls are highest at the bridge abutment with a maximum
height of 10 meters. Soil improvement was undertaken to provide suitable foundation for the
approach embankment. The soil improvement consisted of installation of vibro concrete
columns (VCC) penetrating the soft soil into suitable sandy soil layers in conjunction with a
geotextile reinforced sand platform to transfer the embankment fill load to the VCC. This
solution constituted the first use of VCC by a US Department of Transportation to support an
approach embankment. The design concept of the embankment supporting system is outlined.
However, emphasis is given to the behavior of the geotextile component of the system. The
performance of the embankment supporting system is assessed based on monitoring data
obtained from various instruments installed during construction including settlement platforms,
probe extensometers, inclinometers, piezometers and strain gages attached to the sand platform
geotextile reinforcing elements.
Publication: Conference Proceedings
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GSA Tech Doc ID #:516 | CONTACT INFO:
Geosynthetic Institute (GSI)
Bob Koerner
475 Kedron Avenue
Folsom, PA 19033-1208 United States of America
Phone: (610) 522-8440
Fax: +1 (610) 522-8441
Email: robert.koerner@coe.drexel.edu
Website: http://www.geosynthetic-institute.org |
Canal Lining at Bitter Root…Southwest Montana has been prone to excessive water loss. The Bitter Root region's 72 miles of canals suffered from it, so the Bureau of Reclamation sought water conveyance and containment solutions. Huesker's geocomposite system provided the desired strength and liner properties without requiring new canal excavation. View the case study by clicking the link below.
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GSA Tech Doc ID #:470 | CONTACT INFO:
Huesker, Inc.
Steve Lothspeich
11107-A South Commerce Blvd.
Charlotte, NC 28273 USA
Phone: (800) 942-9418
Fax: (704) 588-1462
Website: http://www.hueskerinc.com/ |
An electrical integrity survey was required as the final stage of CQA on the geomembrane/geonet/geomembrane lining system in the large basin shown in Figure 1 before the facility was filled with water. The survey was required almost to the top of the 2 m high concrete wall at the tops of the 1:1 slopes. In such lining systems the geonet leak detection layer is usually backfilled with water to produce the required conductive medium between any leak and wherever the current return electrode can be placed in the water – usually down a side slope riser pipe into the secondary sump. Clearly it would be impossible to backfill the complete leak detection layer in this facility.
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GSA Tech Doc ID #:164 | CONTACT INFO:
I-CORP INTERNATIONAL Inc. ( ICORP )
Ian Peggs
6072 N. Ocean Blvd.
Ocean Ridge, FL 33435 USA
Phone: + 1 561-369-0795
Fax: + 1 561-369-0895
Email: icorp@geosynthetic.com
Website: http://www.geosynthetic.com |
Waste handling processes at a former wood treating facility in the State of Washington
resulted in the infiltration of thousands of gallons of chemicals into the underlying soils and
groundwater. The remediation strategy for the site involved the excavation and disposal of
approximately 30,000 m3 of contaminated intertidal sediments and associated non-aqueous phase
liquids in a controlled landfill. To prevent the migration of the contaminated sediments into an
adjacent waterway during construction, a geotextile curtain and turbidity containment boom was
deployed. The boom supplier selected a 540 g/m2 polypropylene needlepunched staple filament
nonwoven geotextile for the curtain component of the containment system. Unfortunately the
system failed shortly after deployment.
As part of an inquiry to determine the cause of the failure, a laboratory study of the
geotextile was undertaken. Three different samples of the geotextile were obtained; tests to
evaluate the mechanical and hydraulic properties of the three sets of samples were performed.
The results indicated negligible differences in strength and stress-strain behavior, but about an
order of magnitude reduction in permittivity for the deployed material relative to the virgin
material. Conclusions and lessons learned regarding the possible cause of the failure are also
presented.
Publication: Conference Proceedings
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GSA Tech Doc ID #:534 | CONTACT INFO:
Geosynthetic Institute (GSI)
Bob Koerner
475 Kedron Avenue
Folsom, PA 19033-1208 United States of America
Phone: (610) 522-8440
Fax: +1 (610) 522-8441
Email: robert.koerner@coe.drexel.edu
Website: http://www.geosynthetic-institute.org |
Stretches of the Yi-Lan-I Road in Taiwan are located more than 3200 ft. (1000 m) above sea level. It’s an important road and provides the primary access to the National Taipingshan Forest Recreation Area. But during a particularly rainy 2.5-month period (mid-July to October 2005), the region experienced an abundant amount of rain in the wake of 7 powerful typhoons.
Publication: ACE GEOSYNTHETICS
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GSA Tech Doc ID #:587 | CONTACT INFO:
ACE Geosynthetics
Amie Wang
No. 8 Kung 10 Road
Yu-Shih Ind. Park
Tachia, Taichung Hsien Taiwan, R.O.C
Phone: + 886 4 2681 8357 ext 381
Fax: + 886 4 2681 6266
Email: amie@geoace.com
Website: http://www.geoace.com |
The Problem: To construct a new bridge around an existing bridge which had to remain open during construction. For the
new structure, concrete spandrels were used to span a small tributary of the River Tyne in the Newburn area
to the west of Newcastle-upon-Tyne. A series of retaining walls were required to backfill the areas around the
spandrels thus forming a bridge giving access to a new light industrial development.
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GSA Tech Doc ID #:230 | |
Capping and collecting leachate at the Rennie Street Landfill, Hamilton, Ontario, Canada, was not going to be easy. The old landfill had been built adjacent to a creek. Engineers needed to design a veneer slope at 35 degrees. Geosynthetic materials and expertise from Naue and Terrafix made it happen. The project won an International Achievement Award in Geosynthetics. View the case study by clicking the link below.
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GSA Tech Doc ID #:466 | CONTACT INFO:
Terrafix Geosynthetics, Inc.
John Mooney
178 Bethridge Rd.
Toronto, Ontario M9W 1N3 Canada
Phone: (416) 674-0363
Fax: (416) 674-1159
Email: jmooney@terrafixgeo.com
Website: http://www.terrafixgeo.com |
The Galveston (Texas) District, U.S. Army Corps of Engineers (COE), in a joint venture with the
Harris County Flood Control District in Houston, was charged with designing the project, using
cellular concrete mattresses and woven monofilament geotextile underlayments. The ultimate
goal was to provide the City of Houston with a linear park running the length of the bayou, rather
than a concrete-lined drainage ditch.
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GSA Tech Doc ID #:566 | CONTACT INFO:
Propex - Civil Engineering Fabrics
Deron Austin
260 The Bluffs
Austell, Georgia 30168 USA
Phone: 800-445-7732 or 423-544-7096
Fax: 770-944-4584
Email: Deron.Austin@propexinc.com
Website: http://www.geotextile.com/ |
Because the soil was too soft to support a major road with heavy traffic, the
Tennessee DOT considered three options to stabilize the area for road construction.
One option considered was over-excavation and replacement with select fill dirt,
and another was lime stabilization. The third option was a woven geotextile used to
separate the soft soil from the sub-base of stone. As a result of its high tensile
modulus, the woven geotextile served a duel purpose in that it also stabilized the
stone subbase.
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GSA Tech Doc ID #:452 | CONTACT INFO:
Propex - Civil Engineering Fabrics
Deron Austin
260 The Bluffs
Austell, Georgia 30168 USA
Phone: 800-445-7732 or 423-544-7096
Fax: 770-944-4584
Email: Deron.Austin@propexinc.com
Website: http://www.geotextile.com/ |
Their main concern was maintaining traffic flow during construction. The decision made by the
DOT involved building the first bridge adjacent to the existing structure and allowing traffic to
continue on the timber bridge. Because the bridge had to be built so close to the existing
structure, it was necessary to construct a wrapped-face temporary retaining wall using a high
strength geotextile. The retaining wall was built to support the weight of The road during
construction.
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GSA Tech Doc ID #:567 | CONTACT INFO:
Propex - Civil Engineering Fabrics
Deron Austin
260 The Bluffs
Austell, Georgia 30168 USA
Phone: 800-445-7732 or 423-544-7096
Fax: 770-944-4584
Email: Deron.Austin@propexinc.com
Website: http://www.geotextile.com/ |
5 Case Histories: authored by Ian Peggs with supporting documentation by Fluoro-Seal. Containment systems incorporating plastic liners (geomembranes) are now effectively a regulated requirement for hazardous waste, municipal solid waste, and wastewater treatment plants around the world. Geomembranes are also used to contain valuable products (such as gold, copper, lithium), to waterproof dams and tunnels, to line irrigation canals, and to preclude the contamination of infiltrating rainwater. Failures of such containment systems can result in multimillion-dollar remediation projects and years of litigation to define financial culpability. This is unfortunate when most of the problems that have occurred could have been prevented with a little more, already-known, knowledge and effort, and at minor cost. It is imperative that those who prepare construction contracts and those who provide construction and operations insurance coverage understand containment systems in order to adequately and cost-effectively protect their clients and themselves. One of the major problems is that geomembranes are sold and bought as commodity products. In many applications they are commodities but in others they assuredly aren’t. It is usually in the latter more critical applications that problems occur. In this paper we will outline some of the failures that have occurred and explain how some of the differences in only one aspect of geomembrane specification (surface modification – roughness, adhesion, impermeability, color) can be the difference between acceptable and problematic performance. The same principle applies to other aspects of lining systems and to all construction projects in general.
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GSA Tech Doc ID #:176 | CONTACT INFO:
I-CORP INTERNATIONAL Inc. ( ICORP )
Ian Peggs
6072 N. Ocean Blvd.
Ocean Ridge, FL 33435 USA
Phone: + 1 561-369-0795
Fax: + 1 561-369-0895
Email: icorp@geosynthetic.com
Website: http://www.geosynthetic.com |
Work to turn an
unusable sloping site
at Yarrow Road in
Poole, Dorset, into a
level area suitable for commercial and
retail development, has included the
use of Secugrid geogrid products from
Naue Geosynthetics.
Formerly a landfill site, the area –
which is now known as Concept Park –
measures some 350 x 150m. A ‘cut
and fill’ operation was carried out to
remove soil from the high part of the
site, and placing it in the low part.
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GSA Tech Doc ID #:586 | CONTACT INFO:
NAUE GmbH & Co.
Kent Von Maubeuge
Gewerbestrasse 2
32339 Espelkamp-Fiestel Germany
Phone: +49-5743-41-228
Fax: +49-5743-41-284
Email: kvmaubeuge@naue.com
Website: http://www.naue.com |
In 2002, the Kentucky Department of Transportation (KDOT) determined the need to widen the highway that runs from
Lexington to Paris. Drivers on US 68, known locally as Paris Pike, travel through picturesque countryside, and preserving
the natural beauty of the state’s rural horse farm country was a high priority during the project. KDOT wanted green shoulders
and a green median, but they also needed surfaces that could meet tough performance standards. Pyramat® high performance
turf reinforcement mat (HPTRM) from Propex Geosynthetics provided the ideal solution.
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GSA Tech Doc ID #:568 | CONTACT INFO:
Propex - Civil Engineering Fabrics
Deron Austin
260 The Bluffs
Austell, Georgia 30168 USA
Phone: 800-445-7732 or 423-544-7096
Fax: 770-944-4584
Email: Deron.Austin@propexinc.com
Website: http://www.geotextile.com/ |
Construction of a new disposal cell over a fully saturated organic peat deposit was performed at
a municipal solid waste (MSW) landfill. Preliminary calculations indicated that the total settlement
can be up to 2.4 m in the deepest portion at the end of the 30-year post-closure period.
To ensure liner integrity and positive drainage of the cell subgrade, a soil stockpile surcharging
(or “pre-loading”) prior to cell construction was proposed by the design engineers. The approach
aimed to achieve pre-construction settlement exceeding 50% of the total anticipated settlement,
whereas the remaining settlement was to be accommodated by a steepened cell floor design. To
facilitate stockpile construction, a high strength geotextile reinforcement layer was selected and
installed immediately above the fully saturated peat soils.
A rheological model was established prior to stockpile construction to provide a preliminary
estimate of the total peat settlement under the full waste load so that the stockpile could be properly
sized. During and after stockpile construction, field monitoring was conducted to examine the sitespecific
settlement behavior. The monitored results were used to validate and calibrate the
previously established rheological model. Once the model was successfully calibrated, the total
anticipated liner settlement under full waste loading was recalculated and, subsequently, the desired
pre-construction settlement target was reset.
The stockpile was successfully constructed over the high strength geosynthetic reinforcement
layer. Approximately 50% of the total anticipated settlement was accomplished before the initiation
of liner construction. Cell construction was also successfully completed and certified at a later time.
Publication: Conference Proceedings
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GSA Tech Doc ID #:515 | CONTACT INFO:
Geosynthetic Institute (GSI)
Bob Koerner
475 Kedron Avenue
Folsom, PA 19033-1208 United States of America
Phone: (610) 522-8440
Fax: +1 (610) 522-8441
Email: robert.koerner@coe.drexel.edu
Website: http://www.geosynthetic-institute.org |
While golfers concentrate on hitting fairways and greens, water feature specifiers select Pondguard EPDM Rubber Liners to bring healthy water hazards into play. Firestone's PondGard EPDM liners provided more than 300,000 sq. ft. of containment for a golf community's water features. Panels were pre-cut according to the landscaper and course architect's plan, furthering containing cost and helping expedite installation. View the case study by clicking the link below.
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GSA Tech Doc ID #:458 | CONTACT INFO:
Firestone Specialty Products
Mark Munley
310 East 96th Street
Indianapolis, Indiana 46240 USA
Phone: +1 317 575 7233 or 1 800 428 4442
Fax: +1 317 816 3905
Email: munleymark@firestonesp.com
Website: http://www.firestonesp.com |
The north part of Bucharest is an important business location due to its near location to
the airports Henry Coanda and Baneasa and is therefore very good developed in its
infrastructure, e.g. with the DN1 national road that connects to the central area of
Romania. As the old infrastructure was obsolete and unsuitable for the further
development of the area, the authorities decided to encourage the development of
internationally funded projects to improve the road, the sewer and the water supply
networks.
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GSA Tech Doc ID #:495 | CONTACT INFO:
NAUE GmbH & Co.
Kent Von Maubeuge
Gewerbestrasse 2
32339 Espelkamp-Fiestel Germany
Phone: +49-5743-41-228
Fax: +49-5743-41-284
Email: kvmaubeuge@naue.com
Website: http://www.naue.com |
ABSTRACT: The paper provides a synthesis of work by the writers that has the objective of developing a
new working stress method for the calculation of reinforcement loads in geosynthetic reinforced soil walls. As
a precursor to this objective, careful back-analyses of a database of instrumented and monitored full-scale field
and laboratory walls are used to demonstrate that the current Simplified Method used in North America results
in excessively conservative estimates of the volume of reinforcement required to generate satisfactory longterm
wall performance. The new method is calibrated against measured in-situ wall reinforcement loads using
a careful interpretation of reinforcement strains and the conversion of strain to load using a suitably selected
reinforcement stiffness value. A novel feature of the method is to design the wall reinforcement so that the soil
within the wall backfill is prevented from reaching a failure limit state, consistent with the notion of working
stress conditions.
Publication: 3rd Asian Regional Conf on Geosynthetics
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GSA Tech Doc ID #:267 | CONTACT INFO:
IGS Korea
Chungsik Yoo
Sungkyunkwan University
300 Chun-chun Dong, Jang-An Gu
Swuon, Kyong-Gi Do 440-746 Korea
Phone: 82 331 290 7518
Fax: 82 331 290 7549
Email: csyoo@skku.edu
Website: http://www.geosyntheticssociety.org/chapters.htm#korean |
Ringtrac® is a continuous, round-weave tube fabric for soil reinforcement and containments manufactured from high-strength, low-creep, polymers such as polyvinylalcohol (PVA). Ringtrac can be used for Geotextile-Encased Columns (GEC) offering an economic alternative foundation system for embankments on soft soil with controlled low settlements. Ringtrac limits the spread of the sand columns into the surrounding weak soil by providing radial support which increases the load-carrying capacity of the columns and allows for construction on extremely week soil conditions.
Ringtrac is manufactured to suit the specific requirements of the projects. Among other parameters, the required design strengths and design stiffness are calculated from the properties of the weak foundation soils, the spacing and diameter of the sand columns, and the embankment height. Currently Ringtrac is manufactured with short-term circumferential tensile strengths of up to 400 kN/m. Diameters can vary between 0.40m and 1.00m. Features and Benefits of Ringtrac: Suitable for soft soils with cu<=15kN/m2; Nearly all settlement takes place within construction period; No settlement influence on adjacent constructions; Fully loadable immediately after construction (high embankments in a short time with no danger of base failure); Highly adaptable to local conditions and loading; No removal of useless or contaminated excavated soil (with soil displacement method); No adverse influence on groundwater flow; Base sealing protects underlying aquifers; Economic use of space and material; Reduction of construction cost and time; The system is not rigid and can absorb dynamic loads e.g. from passing trains without damage.
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GSA Tech Doc ID #:560 | CONTACT INFO:
Huesker, Inc.
Steve Lothspeich
11107-A South Commerce Blvd.
Charlotte, NC 28273 USA
Phone: (800) 942-9418
Fax: (704) 588-1462
Website: http://www.hueskerinc.com/ |
When asked what voltage setting was used to perform spark testing on a pipe penetration weld the operator said “Dunno, I just turned it to the max as stated in the instructions”! This is just the right way to miss leaks, as happened. So, let’s look at what is occurring during spark testing.
In awkward places in geomembrane liners, such as at pipe/flange welds and underneath pipe boots, where extrusion welds cannot be vacuum box tested to meet QC and CQA requirements, a practical, and under-appreciated, solution is to perform spark testing. There are two types of spark testing - AC and DC. Both require the placement of a conductive wire at the edge of the top sheet. While the DC method produces the more reliable results the AC method is more frequently used. ASTM D6365 describes the DC method in which the copper wire is grounded or lead directly to the negative terminal of the power supply. This is not required in the AC method. In both cases a positive search electrode (brass brush or single tip probe) is passed along, and in contact with, the weld bead. In the DC method a potential is applied between the power supply electrodes of a magnitude that will discharge across an air gap or through an air passage in the weld of a specific distance.
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GSA Tech Doc ID #:494 | CONTACT INFO:
I-CORP INTERNATIONAL Inc. ( ICORP )
Ian Peggs
6072 N. Ocean Blvd.
Ocean Ridge, FL 33435 USA
Phone: + 1 561-369-0795
Fax: + 1 561-369-0895
Email: icorp@geosynthetic.com
Website: http://www.geosynthetic.com |
The Atacama Desert in the Chilean Andes is one of the world's hottest, driest environments. Though nearly uninhabitable, the expansive salt plateaus are rich in minerals and metals. Solmax's geotextile and PVC geomembrane work is helping harvest these natural materials in massive, durable, lined-evaporation pits. View the case study by clicking the link below.
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GSA Tech Doc ID #:445 | CONTACT INFO:
Solmax International Inc.
Paul Payeur
2801 bvld. Marie-Victorin
Varennes, Quebec J3X 1P7 Canada
Phone: 1-450-929-1234 ext. 209
Fax: 1-450-929-1227
Email: ppayeur@solmax.com
Website: http://www.solmax.com |
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