<rss version="2.0" xmlns:atom="https://www.w3.org/2005/Atom">
  <channel>
    <title>Transport Research International Documentation (TRID)</title>
    <link>https://trid.trb.org/</link>
    <atom:link href="https://trid.trb.org/Record/RSS?s=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" rel="self" type="application/rss+xml" />
    <description></description>
    <language>en-us</language>
    <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>
    </image>
    <item>
      <title>Development of Geosynthetic Design and Construction Guidelines for Pavement Embankment Construction in North Georgia</title>
      <link>https://trid.trb.org/View/1601070</link>
      <description><![CDATA[Geosynthetics are becoming a popular alternative for soil improvement in highway construction to achieve enhanced performance in regions with soft problematic soils or to reduce aggregate base layer thickness to decrease construction costs. Subgrade soil improvement in a geosynthetic-reinforced pavement system is achieved by lateral distribution of vertical stresses at the reinforcing layer, through the tensile properties of the geosynthetic material, which is hard to measure with small-scale triaxial tests. Therefore, it is desirable to conduct large-scale testing to more accurately monitor the behavior of aggregate and soils under rolling wheel loadings when geosynthetic is present. The current study seeks to verify the behavior of geosynthetic-reinforced pavement systems through large-scale and bench-scale rolling wheel tests performed with problematic subgrade soils found in North Georgia. Large-scale and bench-scale specimens that mimic an aggregate base–geosynthetics–subgrade system were constructed at different subgrade soil conditions. Subgrades were constructed at a moisture content to produce a low California bearing ratio (CBR) or at optimum moisture content (OMC) during specimen preparation. Both an extruded biaxial geogrid and woven geotextile were placed at various locations in the aggregate base layer to investigate the optimal placement location for the different subgrade conditions. Pressure sensors were installed near the bottom of the aggregate base layer and near the top of the subgrade layer to monitor the vertical stress variations within the pavement system during trafficking. For large-scale testing, light weight deflectometer (LWD) and dynamic cone penetrometer (DCP) measurements were taken post-trafficking to determine the effects of the geosynthetics on the stiffness increase of pavement foundation layers. The results of this research indicate the effects of different subgrade conditions, geosynthetic reinforcement type, and geosynthetic placement location on the pressure experienced by pavement layers and the changes in stiffness of the aggregate base course.]]></description>
      <pubDate>Tue, 07 May 2019 22:38:36 GMT</pubDate>
      <guid>https://trid.trb.org/View/1601070</guid>
    </item>
    <item>
      <title>Geophysical Assessment of Subsurface Soil Conditions Using Capacitively Coupled Resistivity</title>
      <link>https://trid.trb.org/View/1568486</link>
      <description><![CDATA[The purpose of this research is to explore the applicability of Capacitively-Coupled Resistivity (CCR) as an improvement on traditional drilling and sampling methods for subsurface soil investigations. The CCR method could be used to identify critical locations for drilling and sampling such as expansive clay layers and anomalies (sinkholes, unknown landfills, etc.) rather than uniformly sampling across a site. CCR surveys were performed at Alpena, Arkansas along a highway expansion project changing US 62 from a two lane to four lane highway, and at Alton, Illinois along the Mel Price Levee, a 5.2 mile levee along a portion of the Mississippi River. A geometrics OhmMapper was used to acquire the CCR resistivity data with emphasis placed on investigating the near surface material properties (0-5 meters). The Alpena site was comprised of silt, clay and suspected bedrock with a deep water table, while the Alton site was comprised of clay and sand with a shallow water table. The survey was performed at both sides of the highway at Alpena and along the landside and riverside of the levee at Alton. The resulting resistivity plots revealed continuous subsurface soil information and emphasizes the impact of water level when interpreting the resistivity results, as significant changes in the resistivity ranges for fine and coarse grain soils are possible for different moisture conditions. The measured soil resistivity values at the Alpena site with a deep water table were much higher than the values at the Alton site with the shallow water table. The accuracy of the CCR method was assessed by identifying the number of locations where the soil type predicted by CCR matched the existing boring and Cone Penetration Test (CPT) logs. Resistivity from CCR was able to distinguish between areas of predominantly fine-grained material and coarse-grained material but limitations exist in separating soils with similar grain sizes (silts and clays).]]></description>
      <pubDate>Tue, 27 Nov 2018 17:59:56 GMT</pubDate>
      <guid>https://trid.trb.org/View/1568486</guid>
    </item>
    <item>
      <title>FHWA Deep Foundation Load Test Database Version 2.0 User Manual</title>
      <link>https://trid.trb.org/View/1442726</link>
      <description><![CDATA[The Federal Highway Administration (FHWA) began the development of the first version of the Deep Foundation Load Test Database (DFLTD) in the 1980s. Over 1,500 load tests were collected and stored for various types of piles and drilled shafts in different soil conditions. As part of a new FHWA research study initiated in 2014 to investigate and update FHWA technical references for the design of large diameter open-end piles (LDOEPs) using the load and resistance factor design (LRFD) framework, load tests on LDOEPs had to be collected. As part of this task, an updated version of the FHWA Deep Foundation Load Test Database (DFLTD v.2) was created, bringing in all of the existing data as well as the new data collected during this study. This DFLTD v.2 user manual provides an overview and instruction and the use of the new deep foundation load test database developed for the project. The document describes database installation procedures and the DeepFoundationView module. This user manual also describes the database query tools along with the process for data retrieval, data entry, and data visualization.]]></description>
      <pubDate>Sun, 05 Feb 2017 17:58:52 GMT</pubDate>
      <guid>https://trid.trb.org/View/1442726</guid>
    </item>
    <item>
      <title>A Systematic Limit-State Design Approach for Finite Element Analysis of Buried Oil Transporting Pipeline</title>
      <link>https://trid.trb.org/View/1275080</link>
      <description><![CDATA[This paper proposes a systematic approach to design a buried cross-country steel pipeline for oil transportation, based on limit states of the pipeline in operation. Yield and buckling due to primary loads and secondary loads are considered in the limit state design. A procedure to evaluate limit states in accordance with stress and strain criteria is proposed when the pipeline is applied with factored loads. The evaluated limits include the maximum stress limit for finite element analysis (FEA) with beam-elements and the equivalent stress and strain limit for FEA with 3D solid elements. The soil conditions along the pipeline are classified into three different types. Soil is represented by discrete bilinear springs for the beam-element pipeline model and represented by extended Drucker-Prager model for the 3D solid element model. The sensitivities of the limit states to the soil conditions and pipeline bend parameters were studied. Mitigation measures are taken to make the pipeline meet the proposed limit state evaluation criteria. The cost and constructibility are taken into account to expand the beam-element model to the 3D solid element model.]]></description>
      <pubDate>Wed, 30 Apr 2014 10:12:14 GMT</pubDate>
      <guid>https://trid.trb.org/View/1275080</guid>
    </item>
    <item>
      <title>A Regional Approach to Highway Soils Considerations in Indiana: Informational Report</title>
      <link>https://trid.trb.org/View/1219100</link>
      <description><![CDATA[The purpose of this study is to show that a Regional or Physiographic Sub-Division Approach can be effectively used in preliminary studies and investigations to predict the general soil and rock environment and to provide significant insight into the kinds of problems to be anticipated in the design and construction of a modern highway facility. A further goal is to indicate how the approach can be integrated into the present Indiana State Highway Commission's standards, policies and procedures for performance of roadway Soil Surveys. In addition to the generalizations possible at the physiographic unit level, variability of soil characteristics was assessed for selected landforms within one unit. The objective was to ascertain the variability of soil conditions within a landform and to frame correlative equations for selected soil characteristics for the landform unit.]]></description>
      <pubDate>Tue, 20 Nov 2012 13:08:53 GMT</pubDate>
      <guid>https://trid.trb.org/View/1219100</guid>
    </item>
    <item>
      <title>Random Parameters Seemingly Unrelated Equations Approach to the Postrehabilitation Performance of Pavements</title>
      <link>https://trid.trb.org/View/1215978</link>
      <description><![CDATA[Pavement rehabilitation is one of the most critical and costly forms of infrastructure asset management. Yet determining the subsequent performance of rehabilitated pavements is a complex task, particularly when multiple performance measures such as roughness, surface deformation, and structural integrity are considered. The complexity arises in part because of the interrelation among these performance measures and the fact that data relating to factors known to affect these measures may not be available. This paper seeks to demonstrate an appropriate methodological approach for studying the postrehabilitation performance of pavements using data from rural interstate roads in Indiana. Specifically, a random parameters seemingly unrelated equations approach is applied to explicitly account for the cross-equation correlation that exists among pavement-performance measures and the underlying heterogeneity across observations caused by imperfect data. The results provide some new insights into the interrelationships among the pavement rehabilitation treatments considered, pavement performance, traffic loads and trucks, weather and soil conditions, and rehabilitation expenditures.]]></description>
      <pubDate>Mon, 22 Oct 2012 09:12:40 GMT</pubDate>
      <guid>https://trid.trb.org/View/1215978</guid>
    </item>
    <item>
      <title>Experimental Study on the Performance of Approach Slabs under Deteriorating Soil Washout Conditions</title>
      <link>https://trid.trb.org/View/1116152</link>
      <description><![CDATA[In the U.S. bridge design practice, an approach slab is commonly provided to facilitate a smooth transition from the highway pavement to the bridge deck. Maintenance of bridge approaches often necessitates the repair or replacement of approach slabs owing to damage from heavy traffic loads, washout of fill materials, and settlement of the approach embankment. Approach slab damage because of embankment settlement is considered a more common problem and has been extensively investigated in the literature. In this paper, performance of the approach slab degraded by void formation underneath the slab is examined by load testing. Full-size approach-slab specimens were tested under increasing magnitude up to four times AASHTO HS20-44 design truck loads. The test matrix included four slab specimens with the following details: (1) conventional steel reinforcement representative of current California design; (2) steel reinforcement replaced by a double-layer pultruded fiber-reinforced polymer grating; (3) steel reinforcement replaced by glass fiber-reinforced polymer rebars; and (4) incorporation of steel and polyvinyl alcohol fibers in the concrete mix and removal of top longitudinal and transverse steel. Results indicated that the slabs show satisfactory performance under standard HS20-44 design truck load. Tests also revealed that these slabs exhibited similar performance in terms of stiffness, deformation, and crack pattern when fully supported, but registered noticeable difference in performance under deteriorating soil washout conditions. The fiber-reinforced concrete slab in general showed the best crack control and the smallest deflection and end rotation among the four slabs.]]></description>
      <pubDate>Fri, 21 Oct 2011 07:37:37 GMT</pubDate>
      <guid>https://trid.trb.org/View/1116152</guid>
    </item>
    <item>
      <title>Field Evaluation of Dynamic Compaction on Granular Deposits</title>
      <link>https://trid.trb.org/View/1111582</link>
      <description><![CDATA[The dynamic compaction (DC) method is a versatile ground treatment technique with growing popularity. It is applicable to a wide variety of soil types and conditions, particularly sandy materials and granular fills. This study presents a case history of the dynamic compaction with a high energy level of 6,000  kN·m on granular deposits at a site in China. The reclaimed site featured loose backfill with heterogeneity and saturated silt. In order to properly deal with such soil conditions and to optimize the DC design, field tests were conducted to determine the influencing factors in DC. Deformation tests were performed to ascertain the rational spacing of impacts and the optimal number of drops and to provide proofs to the adjustment of the original DC procedure. Monitoring of the pore water pressure helped obtain the time delay between passes. The approach to assess the depth of improvement was discussed based on interpretations of the spectral analysis of surface waves (SASW) test. Analysis of the SASW and plate-load tests demonstrated significant improvement in the soils at the site, with no obvious weak layers. Following dynamic compaction, the allowable ground-bearing capacity and the depth of improvement at the site were no less than 270 kPa and 7.4 m, respectively.]]></description>
      <pubDate>Mon, 08 Aug 2011 14:56:35 GMT</pubDate>
      <guid>https://trid.trb.org/View/1111582</guid>
    </item>
    <item>
      <title>Foundation Replacement with No Disturbance</title>
      <link>https://trid.trb.org/View/934322</link>
      <description><![CDATA[A three story hotel in Irving, Texas, home to some of the worst soil conditions in the nation, was underpinned with piers that were belled in the active zone. As a result of errors by the engineer and/or contractor, the piers uplifted and moved the building to extreme deflections that exceeded 8inches. To mitigate the problem, 360 . 18inches diameter 35feet deep drilled piers were installed under the building in five foot of headroom. Despite the low headroom, the new piers were drilled into gray shale a minimum penetration of 10feet. This process was completed while keeping the hotel in full operation with no interruption in services and minimal effects to the landscaping and appearance.]]></description>
      <pubDate>Mon, 20 Sep 2010 13:04:05 GMT</pubDate>
      <guid>https://trid.trb.org/View/934322</guid>
    </item>
    <item>
      <title>Ready for Inspection: A Deep-Tunnel Force Main under a New Jersey River Replaces Aging Pipes</title>
      <link>https://trid.trb.org/View/924704</link>
      <description><![CDATA[This article describes a recent project undertaken by New Jersey's Middlesex County Utilities Authority (MCUA) to provide a redundant means for sewage conveyance from its 86-mgd Edison pump station to its 400-mgd central wastewater treatment plant.  The new project features a 3,940-linear-foot tunnel, constructed under the 3,000-foot-wide river.  Within the primary tunnel are two parallel force mains that will replace MCUA's existing 60-inch Arsenal force main, which was installed in 1969.  The authors describe the concerns that the older pipeline might fail, the difficulties of inspections, the different designs considered to address the situation, coping with soft ground conditions on either side of the river, and the construction phases implemented.  Authority managers decided to leave the tunnel partially open to permit inspection and to allow utilities to use it.  The design allowed for a 6-foot-high walkway along the center of the tunnel.  Photographs of the construction project illustrate the article.]]></description>
      <pubDate>Fri, 30 Jul 2010 08:28:20 GMT</pubDate>
      <guid>https://trid.trb.org/View/924704</guid>
    </item>
    <item>
      <title>Development of Guidelines for Anchor Design for High-Tension Cable Guardrails</title>
      <link>https://trid.trb.org/View/911056</link>
      <description><![CDATA[High-tension cable guardrail is becoming increasingly popular in median and roadside applications because of the promise of reduced deflections on impact and reduced maintenance. As the performance of these systems is observed in service, there is a growing concern over the end anchorage foundation performance of current systems. Foundations for high-tension systems must not only be capable of restraining the impact load of a vehicle but must also restrain the initial pretension on the cable system as well as temperature-induced loads. Although it may be acceptable for many roadside safety devices to require foundation repair after impact, foundation failure caused by environmentally induced loads would be a significant maintenance problem. Because initial tension- and temperature-induced loads can be greater than those loads applied during impact, these loadings must be considered in foundation design. Foundation deflection can reduce cable tension, increasing deflection of the system during impact and letting the cables sag after impact. The soil conditions in which these foundations are placed vary significantly. The potential impact, tension, and temperature loads were considered, and a set of suggested foundation designs was developed to accommodate a range of in situ soil conditions. These designs vary significantly in different areas around the nation because of variations in both weather and in situ soil conditions. Deflection during full-scale crash tests may not accurately represent the foundation deflection that will be experienced in the field.]]></description>
      <pubDate>Mon, 25 Jan 2010 11:42:45 GMT</pubDate>
      <guid>https://trid.trb.org/View/911056</guid>
    </item>
    <item>
      <title>Collapse Simulation of RC Frame Under Earthquakes. II: Verification Studies - Collapse of Cypress Viaduct</title>
      <link>https://trid.trb.org/View/839683</link>
      <description><![CDATA[A new modeling scheme for collapse analysis of reinforced concrete (RC) frames is outlined in Part I. In this part, the results from collapse analysis of the Cypress Viaduct under the Loma Prieta earthquake are summarized to establish the validity of the new modeling scheme. Considering general similarities in soil conditions and proximity, the ground motion records obtained at Emeryville are chosen. Real material parameters are also collected as the input. The simulated collapse process showed that during ground movement it was the failure of the pedestals that triggered the collapse of the viaduct, which is consistent with damage observation and speculation from the Earthquake Engineering Research Center (EERC) of the University of California, Berkeley.]]></description>
      <pubDate>Thu, 15 Nov 2007 10:33:04 GMT</pubDate>
      <guid>https://trid.trb.org/View/839683</guid>
    </item>
    <item>
      <title>Crashworthiness of Motor Vehicle and Traffic Light Pole in Frontal Collisions</title>
      <link>https://trid.trb.org/View/790909</link>
      <description><![CDATA[The mitigation of severe problems resulting from vehicle collisions with roadside objects has become one of the major research areas in automotive engineering. The literature review shows that few attempts in finite-element computer simulation of vehicle collision with roadside hardware have been conducted. However, limited research has been conducted to enhance the safety performance of traffic light poles when impacted by vehicles. The objective of this paper is to generate information that can be used to enhance energy absorption characteristics of transportation infrastructure involved in vehicle crash accidents. A finite-element computer model, using the available LS-DYNA software, was developed to simulate vehicle collision with a traffic light steel pole in frontal impact. Five configurations of steel pole supports were examined, including embedding the pole directly into the soil. Different types of soil conditions were examined to study their effects on vehicle occupant safety. The study of structural response focused on the energy absorption, acceleration, and deformation of the steel pole and the vehicle. It is demonstrated from numerical simulations that the steel pole embedded directly into the soil is proved to be strong enough to offer protection under service loading and to remain flexible enough to avoid influencing vehicle occupants, thus reducing fatalities and injuries resulting from vehicle impact.]]></description>
      <pubDate>Fri, 27 Oct 2006 08:09:11 GMT</pubDate>
      <guid>https://trid.trb.org/View/790909</guid>
    </item>
    <item>
      <title>A Guideline Checklist for Assessment of Dewatering Issues Along Large Interceptor Alignments</title>
      <link>https://trid.trb.org/View/759100</link>
      <description><![CDATA[Interceptor sewer pipelines can be large in diameter or involve multiple lines such that construction excavations are deep and wide in open cut reaches.  In environments near rivers and shorelines, such excavations and pipeline installations must be made below shallow groundwater levels and therefore require dewatering.  Dewatering large excavations over long alignments requires careful assessment of many dewatering-related issues.  This paper presents a checklist for design planning and evaluation on projects involving significant dewatering within both city and rural environments.  The checklist was used as guidance for multiple design teams involved in the segmental design of the Lower Northwest Interceptor (LNWI) Program to be constructed in western Sacramento County and eastern Yolo County, California.  The total length of the LNWI Program pipeline is approximately 31 km (19 mi).  Issues of potential concern are presented for this interceptor pipeline in relation to preliminary soil and groundwater conditions, physical features and improvements along the alignment, as well as for known environmental and regulatory issues.  Alternative dewatering and construction methods are summarized to establish a common baseline of options to consider during planning and site evaluations.  Finally, a plan of follow-on activities for the program manager and owner, to be concurrently undertaken during design development and review, is recommended for maintaining the Program's schedule and permitting needs.]]></description>
      <pubDate>Tue, 23 Aug 2005 15:39:28 GMT</pubDate>
      <guid>https://trid.trb.org/View/759100</guid>
    </item>
    <item>
      <title>CANADA TESTING PAVEMENT PERFORMANCE UNDER INFLUENCE OF HEAVY LOADS</title>
      <link>https://trid.trb.org/View/270606</link>
      <description><![CDATA[A testing process to assess the impact on pavements of a variety of truck axle loadings is being carried out at 13 sites across Canada.  These sites are representative of current pavement designs likely to be used over the next decade, and take into account different pavement design and maintenance practices as well as special regional considerations related to geography, available construction materials, soil conditions and climate.  The testing is part of a research program on heavy vehicle weights and dimensions which focus on truck stability and control factors and pavement- response to heavy loads.  A special machine invented for the test program is described.]]></description>
      <pubDate>Fri, 27 Aug 2004 21:59:03 GMT</pubDate>
      <guid>https://trid.trb.org/View/270606</guid>
    </item>
  </channel>
</rss>