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    <title>Transport Research International Documentation (TRID)</title>
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    <atom:link href="https://trid.trb.org/Record/RSS?s=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" rel="self" type="application/rss+xml" />
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    <copyright>Copyright © 2026. National Academy of Sciences. All rights reserved.</copyright>
    <docs>http://blogs.law.harvard.edu/tech/rss</docs>
    <managingEditor>tris-trb@nas.edu (Bill McLeod)</managingEditor>
    <webMaster>tris-trb@nas.edu (Bill McLeod)</webMaster>
    <image>
      <title>Transport Research International Documentation (TRID)</title>
      <url>https://trid.trb.org/Images/PageHeader-wTitle.jpg</url>
      <link>https://trid.trb.org/</link>
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    <item>
      <title>ANALYSIS AND DESIGN OF EPS-GEOFOAM EMBANKMENTS FOR SEISMIC LOADING</title>
      <link>https://trid.trb.org/View/755279</link>
      <description><![CDATA[The use of block-molded expanded polystyrene (EPS-block) geofoam as a lightweight-fill material for highway embankments is a relatively mature geotechnology with more than 30 years history of successful application worldwide.  Basic analysis and design procedures are now well established and documented, and current research and development efforts are focused on making incremental improvements.  One such area of improvement related to analysis and design for seismic loading.  The recent construction of several EPS-geofoam highway embankments on the Central Artery/Tunnel (CA/T) Project in Boston, well known as the 'Big Dig', resulted in an opportunity to advance the state of practice for EPS-geofoam embankments subjected to seismic loading.  In particular, a newly recognized behavioral mode referred to as seismic rocking was identified and found to govern the design of these fills for internal stability.  This behavioral mode is described in this paper in the context of summarizing the current state of knowledge with respect to seismic analysis and design of EPS embankments.]]></description>
      <pubDate>Mon, 18 Apr 2005 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/755279</guid>
    </item>
    <item>
      <title>INSAR EVALUATION OF LANDSLIDES AND ALTERNATIVE TRANSPORTATION ROUTES</title>
      <link>https://trid.trb.org/View/755280</link>
      <description><![CDATA[Interferometric Synthetic Aperture Radar (InSAR) was used to monitor ground movement in Badlands National Park.  InSAR is an innovative method that can be used to detect, map and measure movement without the need of survey targets or ground-based instruments.  Using current and historic data sets, InSAR was applied to observing landslides that impact the Park's access road, and in evaluating possible alternate alignments.  Although traditional geotechnical instruments have monitored the road for years, the total area assessed using InSAR is larger than could practically be studied by these instruments.  The results are on an interactive website and show that nearby landslides are not interrelated, the boundaries of a large, slow moving landslide agree with data from instruments and observations, and the amount of movement occurring along the existing alignment may be typical for the area.  Availability of historic data, unexplainable ground movement and low coherence were some difficulties encountered.]]></description>
      <pubDate>Mon, 18 Apr 2005 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/755280</guid>
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    <item>
      <title>ANALYZING SURCHARGE NEEDS TO REDUCE SECONDARY COMPRESSION AT EMBANKMENT INTERFACES</title>
      <link>https://trid.trb.org/View/755281</link>
      <description><![CDATA[In doubling the width of I-95 as part of the Woodrow Wilson Bridge replacement project, 24 to 36.5 m wide embankment extensions that are 3 to 7.6 m in height are being constructed over very soft alluvial organic clay that is 4.5 to 9.7 m thick. There will be considerable (0.6 to 1.5 m) primary consolidation and secondary compression in the soft organic clays.  To hasten the time to the end of primary consolidation, Prefabricated Vertical Drains were installed throughout the mile long project area. However, project criteria limits on long-term settlement which would occur due to secondary compression required extensive design analysis to assess surcharge thickness needed.  In 20 years, not more than 5 cm differential settlement at bridge structures, and between the existing roadway and pavement on new embankment is permitted. This paper discusses the methods used to predict secondary compression settlement in the soft organic alluvial clay due to the embankment loads within the compressed construction schedule, and determine requirements for surcharge thickness to meet project differential settlement limit criteria. The paper also demonstrates the use of AAOS in planning transportation construction over soft clay.]]></description>
      <pubDate>Mon, 18 Apr 2005 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/755281</guid>
    </item>
    <item>
      <title>LANDSLIDE MONITORING AND EMERGENCY NOTIFICATION SYSTEM CEDAR HEIGHTS SUBDIVISION, COLORADO SPRINGS, COLORADO</title>
      <link>https://trid.trb.org/View/755282</link>
      <description><![CDATA[The Cedar Heights community is a private subdivision located in the foothills west of Colorado Springs, Colorado.  At one location within the subdivision, approximately 10 meters of fill was placed over an existing landslide during road construction in 1980.  During extended wet periods in the spring of 1995 and the spring of 1998, the landslide reactivated through the road fill material.  The road was repaired after the failures to re-establish the roadbed.  A geotechnical investigation during the summer of 1998 identified two separate slide surfaces below the road.  Subsequent to the investigation it was determined that the landslides would not be stabilized.  Therefore a real-time landslide monitoring and emergency notification system was installed to provide for the safety of the public which would transverse the landslide.  The design of the landslide monitoring and emergency notification system is presented in this paper.]]></description>
      <pubDate>Mon, 18 Apr 2005 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/755282</guid>
    </item>
    <item>
      <title>COASTAL BLUFF MONITORING/ALERT SYSTEM FOR RAILWAYS</title>
      <link>https://trid.trb.org/View/755283</link>
      <description><![CDATA[The desire to monitor a section of coastal bluff for slope movements along the North County Transportation District/Amtrak tracks in Del Mar, San Diego County, California led to the development of a continuous monitoring system along approximately 1000 m of track.  Because of the length to be monitored, the use of conventional single-point monitoring systems such as multiple tiltmeters or in-place inclinometers (IPIs) was deemed impracticable.  Since bluff failure could occur anywhere along the track, the use of single-point instruments would require a large number of instruments, with the possibility that a movement could still occur between points and be missed by the monitors. Instead, it was proposed to install horizontal time domain reflectometry (TDR) coaxial cable sensors along high-concern segments of the track.  The TDR monitoring system works similar to radar.  It uses a coaxial cable as a sensor grouted in a trench between the bluff edge and the tracks.  Any slope movement will deform or shear the cable at the location of movement.  A reflectometer sends a voltage pulse along the sensor.  When the pulse encounters a deformation, or the end of the sensor, some or all of the energy is reflected.  The amount of reflected energy is proportional to the extent of the deformation with all energy reflected from the end of the sensor.  The reflectometer accurately determines the location of the deformation and the relative extent of movements as noted by the magnitude of the reflection.  The Del Mar Bluffs TDR monitoring system used three on-site dataloggers and reflectometers to monitor three different sections of the bluff.  Each reflectometer was connected to two sensors about 175 m long through a multiplexer.  The sensors were pulsed every several minutes to determine if sensor deformation had occurred.  In the event of deformation, a signal was sent to central monitoring unit where an automated telephone dialer notified railway personnel of possible bluff movement.  Personnel could then contact the system by telephone and determine the location of the cable deformation so that a safety inspection of the bluff and track could be made.]]></description>
      <pubDate>Mon, 18 Apr 2005 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/755283</guid>
    </item>
    <item>
      <title>STABILIZATION OF A PORTION OF THE HONBY LANDSLIDE, USING A MULTI-DIRECTIONAL APPROACH</title>
      <link>https://trid.trb.org/View/755284</link>
      <description><![CDATA[A proposed multi-lane cross-city corridor called for grading through an area of numerous deep-seated landslides.  The grading plan design called for construction of a 1.5:1 (horizontal: vertical) to 2:1, 45 m (150 ft) high cut slope descending from a multi-media receiving facility to the proposed corridor road. The proposed design required an exception to the Uniform Building Code and the City of Santa Clarita Building Code slope requirements.  Relocation of the media facility was not feasible due to line-of-site transmission requirements and realignment of the roadway was fixed due to property constraints.  A cost effective solution using a combination of sequenced shear keys, geogrid-reinforced buttress fills and soldier piles was designed and constructed at an accelerated schedule.  Prior to and during construction, several techniques were used to minimize potential damage to any nearby structure.]]></description>
      <pubDate>Mon, 18 Apr 2005 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/755284</guid>
    </item>
    <item>
      <title>ESTIMATING MOVEMENT WITH TIME DOMAIN REFLECTOMETRY (TDR)</title>
      <link>https://trid.trb.org/View/755285</link>
      <description><![CDATA[Time domain reflectometry (TDR) has been used in the past to locate and estimate movements in landslides encroaching highways. As part of this study, further research of TDR and landslide monitoring was performed to evaluate if readings obtained from TDR can be correlated with the amount of movement along a slide plane.  Field measurements obtained using side by side or nearby slope inclinometers and TDR cables were compared.  In addition, laboratory tests were carried-out using a cable shear-testing device designed to simulate the slide plane conditions found within a landslide.  The following issues were examined in relation to both the field and lab studies:  (1) the amount of slide plane movement required to detect a TDR reflection reading in the cable; (2) the amount of movement associated with a TDR reflection as the slide mass continues to move; and (3) the influence of installation conditions on TDR readings.  Based on the results of this study, tentative relationships between slide plane movement and TDR reflection readings are discussed. However, these relationships depend upon cable type, grout strength, and soil at the shear interface.]]></description>
      <pubDate>Mon, 18 Apr 2005 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/755285</guid>
    </item>
    <item>
      <title>CUT SLOPE DESIGN AND PRESSUREMETER TESTING IN WEAKLY CEMENTED, UNSATURATED SOIL</title>
      <link>https://trid.trb.org/View/755286</link>
      <description><![CDATA[In the arid regions of the southwest United States, engineers have taken advantage of the strength characteristics of unsaturated, weakly cemented soils for many years.  Undisturbed soil is difficult to sample and test in the laboratory.  In the past, in situ methods typically consisted of down-hole seismic. The US 70 Hondo Valley Project in New Mexico presented a unique opportunity to compare the results of triaxial tests on unsaturated soil with the results of in situ testing via pressuremeter testing (PMT) in these deposits.  Using a numerical analysis approach, we were able to estimate the effective friction angle and cohesive strength of unsaturated, weakly cemented soil via PMT.  We completed the design of excavations within the unsaturated soils based on observations of the existing cuts, the results of triaxial tests on unsaturated samples, and in situ PMT testing.  We found what engineers have intuitively known for years:  that the design of new excavations based on the past performance of cuts in the same soils is a valid design approach.  Reliable safety factors for new cuts are difficult to estimate without the benefit of lab testing on undisturbed samples, in situ testing, or prior slope failures. Moreover, the PMT numerical analysis approach for estimating both the frictional and cohesion component of the strength of unsaturated soil compares well with the strength estimates on samples tested with triaxial loading under unsaturated conditions.]]></description>
      <pubDate>Mon, 18 Apr 2005 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/755286</guid>
    </item>
    <item>
      <title>ANALYSIS OF GEOTECHNICAL INSTRUMENTATION TO ASSESS FOUNDATION PERFORMANCE OF I-15</title>
      <link>https://trid.trb.org/View/755287</link>
      <description><![CDATA[The reconstruction of Interstate 15 in Salt Lake City, Utah required extensive high fills and high retaining walls over soft foundation soils to both raise and widen existing embankments and to construct new embankments.  This paper describes the type and interpretation of geotechnical instrumentation used to assess foundation performance during construction.  Data are presented for a 9.5 m high embankment and a 16 m high MSE wall both treated with prefabricated vertical drains (PVD) and geotextile reinforcement.  The methodology finally adopted to assess foundation stability focused primarily on the rime rate of maximum horizontal displacement and changes in the deformation ratio.  The installation of PV drains at spacings of 1.5 m or less caused significantly more settlement and lateral displacement without increasing the rate of consolidation.]]></description>
      <pubDate>Mon, 18 Apr 2005 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/755287</guid>
    </item>
    <item>
      <title>IMPLICATIONS OF CHANGES IN SUCTION AND MOISTURE REGIME IN HIGHWAY FOUNDATIONS AND EMBANKMENTS</title>
      <link>https://trid.trb.org/View/755288</link>
      <description><![CDATA[Any construction activity involving compacted fills requires an understanding of unsaturated soil behavior.  Unsaturated soils comprise three phases:  soil solids and pores filled with water and air, whereas in saturated soils the pores are completely filled with water only.  In over half of the world the water table is at a considerable depth, which means that the construction activity occurs within unsaturated soils.  In such situations the vast majority of geotechnical problems arise from ground movements caused by variations in degree of saturation and suction.  Construction of highways invariably involves unsaturated compacted materials.  Elements of the pavement system, including foundations and embankments, are constructed under unsaturated conditions, which are subject to naturally occurring variations of moisture content and suction.  In this paper, implications of changes in suction and moisture regime in highway foundations and embankments are analyzed and discussed.]]></description>
      <pubDate>Mon, 18 Apr 2005 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/755288</guid>
    </item>
    <item>
      <title>FINITE ELEMENT ANALYSIS OF STABILITY OF SLOPES WITH PRECIPITATION</title>
      <link>https://trid.trb.org/View/755289</link>
      <description><![CDATA[It has been observed in many parts of the world that failure or slopes occurs during or after rainfall. The effects of precipitation and infiltration on the stability of slopes are studied by using the finite element method of computer analysis. The depth of infiltration is estimated and used to define the extent of an influence zone in the slope. It is found from the study that the mode of slope failure is a function of the soil strength in the influence zone.  There exists a threshold value of strength that allows failure to develop within the influence zone at a shallow depth.]]></description>
      <pubDate>Mon, 18 Apr 2005 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/755289</guid>
    </item>
    <item>
      <title>SHETPILE-INDUCED VIBRATIONS AT THE LURIE EXCAVATION PROJECT</title>
      <link>https://trid.trb.org/View/755290</link>
      <description><![CDATA[Ground surface vibrations and their effects on the adjacent ground were monitored during installation of a 20 m deep, sheet-pile wall at the excavation of the Lurie Research Center in Chicago, IL.  The subsurface conditions consisted of 9 m of loose to medium dense granular soils and fill over a sequence of increasingly stiff glacial clays.  The sheets were installed with two different vibratory hammers, and velocity transducers were placed at varying distances from sheets to record transient responses during the operation.  The permanent deformation caused by installation of the sheeting was recorded with optical survey methods at 198 points.  The results of the observations show that larger vibrations occurred during the start-up and shutdown phases of hammer operations than during its steady-state operation.  Minor settlements occurred within about 12 meters of the sheet pile wall.  The settlements were consistent with magnitude of the peak ground acceleration, about 0.1 g, that was computed from the time histories of the velocity traces.  No damage to adjacent utilities was noted.]]></description>
      <pubDate>Mon, 18 Apr 2005 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/755290</guid>
    </item>
    <item>
      <title>HYBRID T WALLS UNDER SEISMIC LOADS</title>
      <link>https://trid.trb.org/View/755291</link>
      <description><![CDATA[An innovation wall system with a reinforced concrete cantilever wall (or T wall) with mechanically stabilized backfill is proposed.  The wall system, briefed as hybrid T wall (or HTW) retains the positive and removes the negative aspects of the performances of both reinforced concrete walls and MSE wall systems.  HTW and its optimal dimensions were obtained inductively using the nonlinear finite element analyses through the seismic responses of six different wall types and varied HTW dimensions.  Accelerograms of none strong earthquakes of magnitudes between 6 though 8 Richter scale were used in the seismic response analyses of HTW.  The strength of correlation between the seismic performances of HTW and earthquake strong motion parameters was investigated.  The HTW performances were then expressed as the function of ground motion parameters with strong correlation through regression analyses for predicting the performance of HTW with known ground motion parameters and wall height.  A comprehensive study is required to improve the wall performance prediction models.]]></description>
      <pubDate>Mon, 18 Apr 2005 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/755291</guid>
    </item>
    <item>
      <title>TALL WALL MECHANICALLY STABILIZED EARTH APPLICATIONS</title>
      <link>https://trid.trb.org/View/755292</link>
      <description><![CDATA[This paper discusses the use of Mechanically Stabilized Earth (MSE) walls in ever increasing heights.  Most MSE walls worldwide that exceed 20 meters high are constructed using metallic reinforcements in the reinforced volume.  Design of tall MSE walls has much in common with design and lesser-height walls, but the performance of more detailed site investigations prior to design and the use of instrumentation monitoring during construction are critical to ensuring successful performance of these tall structures.  Design features important to tall walls are described, and the paper cites several examples of completed tall MSE walls to demonstrate the international acceptance of such structures in major industrial and highway projects.]]></description>
      <pubDate>Mon, 18 Apr 2005 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/755292</guid>
    </item>
    <item>
      <title>PATTERNED GROUND ANCHORS USED FOR SLOPE RETENTION</title>
      <link>https://trid.trb.org/View/755293</link>
      <description><![CDATA[Systems of ground anchors are increasingly used to support steep excavation slopes and stabilize landslides.  These ground anchor systems are comprised of a pattern of post-tensioned tieback anchors and multiple, isolated anchor pads or beams; they are less steep than tieback walls and do not have a continuous face, or a structure that penetrates the potential sliding surface. This paper addresses systems that contain up to 200 anchors, with individual capacities of up to 2000 kN, that have been installed in geologic settings ranging from shale to crystalline bedrock, and the associated soils.  Observations are presented from the alternatives selection process, the investigation, design, and construction phases, and monitored performance of recent highway projects in the Western United States.  Specific design issues include analysis for anchor location, size, and length, bearing pad capacity and racking during tensioning and testing, desirable lock-off load, and corrosion protection. Specific construction issues include construction sequencing, allowable tolerances, and coordination with other items of work.]]></description>
      <pubDate>Mon, 18 Apr 2005 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/755293</guid>
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