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    <title>Transport Research International Documentation (TRID)</title>
    <link>https://trid.trb.org/</link>
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    <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>
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    <item>
      <title>Macro-meso mechanical response of ice-bearing glaciofluvial deposits under thaw–freeze–thaw cycles</title>
      <link>https://trid.trb.org/View/2659888</link>
      <description><![CDATA[Glaciofluvial deposits are widespread in the southeastern Xizang Plateau, and their stability has been increasingly threatened by climate warming and tunnel construction, leading to frequent landslides and debris flows. To overcome the challenge of quantifying the highly variable mechanical behavior of ice-bearing glaciofluvial deposits under coupled effects of initial ice content, confining pressure, and thaw–freeze–thaw (TFT) cycling, this study conducted low-temperature triaxial tests and X-ray CT scanning on remolded specimens. The experimental dataset was used to analyze stage-dependent stress–strain responses and the evolution patterns of shear strength and strength parameters, and to elucidate the governing mesostructural degradation mechanism. The results indicate that the initial deposits exhibit strain-softening behavior that becomes more pronounced with increasing initial ice content and confining pressure; during TFT cycling, thawed specimens consistently show strain softening, whereas frozen specimens exhibit strain hardening. Peak strength shows a nonlinear dependence on initial ice content: it decreases monotonically with initial ice content in the thawed state but reaches a maximum at ∼10% initial ice content in the frozen state; correspondingly, the internal friction angle decreases and cohesion increases with initial ice content in the thawed state, while the frozen state displays a higher friction angle and markedly greater cohesion than the initial state. Both friction angle and cohesion deteriorate with increasing TFT cycles in thawed and frozen states and tend to stabilize after about six cycles. CT results reveal a periodic mesostructural evolution characterized by cementation fracture and structural recementation, which governs the observed mechanical transitions. Based on the experimental data, a quantitative modulus–shear strength relationship and a nonlinear coupled model incorporating initial ice content and TFT cycles were developed. Across all datasets, all fits exceeded R2 of 0.90 and kept NRMSE under 9% with a 6.42% mean, supporting engineering-oriented prediction of key mechanical parameters.]]></description>
      <pubDate>Wed, 29 Apr 2026 09:10:30 GMT</pubDate>
      <guid>https://trid.trb.org/View/2659888</guid>
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    <item>
      <title>A Statewide Geographic Information System (GIS) as a Predictive Tool for Locating Deeply Buried Archeological Deposits in Nebraska: Phase II</title>
      <link>https://trid.trb.org/View/1976702</link>
      <description><![CDATA[This project developed a geographic information system (GIS) to assist with the identification of deeply buried archeological sites in alluvial settings across Nebraska with the exception of the Sandhills region. Soil survey data, previous geoarcheological investigations, landform position, and other information was used to rank the potential of any stream valley setting as low, low-moderate, moderate-high, or high potential to contain buried soils (paleosols). While the presence of buried soils does not necessarily translate to presence of buried archeological sites, the potential for such sites is far greater in paleosols. The GIS can be used by Nebraska Department of Transportation and other agencies with statutory historic preservation obligations, to identify tracts on proposed construction projects that might require deep mechanical testing (backhoe or coring) in search of buried archeological properties.]]></description>
      <pubDate>Mon, 27 Jun 2022 17:16:32 GMT</pubDate>
      <guid>https://trid.trb.org/View/1976702</guid>
    </item>
    <item>
      <title>Tip Post-Grouting Using Smart Cells of 126 Drilled Shafts at Two Bridges in Bolivia</title>
      <link>https://trid.trb.org/View/1850639</link>
      <description><![CDATA[A smart cell is a closed-type grout distribution system that is attached to the bottom of a reinforcement cage for drilled shaft foundations and acts in a similar manner to a hydraulic jack in bi-directional static load testing. Control of the grout is maintained during grouting, and a uniform stress is imparted across entire base area simultaneously. The goals of tip post-grouting are to improve the stiffness of the in situ soil, improve the shaft’s nominal axial resistance, and better align the load transfer curves to the project requirements. This paper will present an overview, basic principles, and the design methodology of tip post-grouting using this technique. The construction, tip post-grouting, select results, and general observations from the grouting performed on more than 120 total drilled shafts for Las Marotas vehicular bridge crossing the Paraí River and the Yapacani railway bridge structure crossing the Yapacani River, Bolivia, will also be presented and discussed. The general subsurface conditions for the sedimentary deposits at the two bridge sites consist of highly variable soil deposits, bedding, composition, and engineering characteristics. The diameter of the temporarily cased drilled shafts was either 1,200 mm (4 ft) or 1,500 mm (5 ft), and the length ranged from nearly 15 m (49 ft) to nearly 25 m (82 ft). Most of the drilled shaft foundations for these bridge structures were installed with a post-grouting cell at the bottom of its reinforcement cage to enhance performance and to reduce uncertainty. Using the measurements of the grouting operation, the premobilization of axial resistance and induced load imparted into the drilled shaft and to the soil beneath the base will be discussed.]]></description>
      <pubDate>Wed, 30 Jun 2021 11:59:44 GMT</pubDate>
      <guid>https://trid.trb.org/View/1850639</guid>
    </item>
    <item>
      <title>Skirted semi-deep foundations behaviour on deposits with variable undrained shear strength</title>
      <link>https://trid.trb.org/View/1723780</link>
      <description><![CDATA[Skirted semi-deep foundation becomes an increasingly prevalent option for offshore and onshore structures. Behavior of these foundations on clay with constant and variable undrained shear strength is required to be investigated. In this study, finite element analyses are conducted to evaluate vertical bearing capacity. The effect of different factors, including embedment depth ratio, soil-skirt interface property, and shear strength profile have been studied and outcomes compared to previous researches. The results showed that load carrying behavior enhances with increasing the skirt depth and roughness and decreasing the degree of soil heterogeneity. Foundation capacity for typical skirt roughness condition in practical design can be calculated assuming rough soil-skirt interface due to the negligible disparity of bearing capacity factors for skirt friction coefficients of 0.5 to 1. Furthermore, a new solution based on vertical bearing capacity ratio of semi-deep to surface foundation (VBCR) is proposed which indicates the efficiency of utilizing skirt.]]></description>
      <pubDate>Thu, 27 Aug 2020 10:05:46 GMT</pubDate>
      <guid>https://trid.trb.org/View/1723780</guid>
    </item>
    <item>
      <title>Investigations on Pile-Soil Interaction Using Image Analysis</title>
      <link>https://trid.trb.org/View/1559848</link>
      <description><![CDATA[A pile can collapse due to buckling, shear failure, overturning forces from winds or waves, lateral loads from the impact of berthing ships or from waves, vertical, and horizontal loads from retaining walls, bridge piers or abutments, and machinery foundations. This paper studies the possibility of using particle image analysis to study the pile-soil interaction behavior in homogenous soil deposits using GeoPIV software. The experimental studies are carried out in a steel tank of dimensions 600 × 200 mm in plan and 450 mm depth. Two aluminum piles of same flexural rigidity with different cross sections namely, solid and hollow half-section piles, are used for the experimental studies. Under axis-symmetric conditions, the piles are driven at a uniform rate and the deformations of the infill surrounding the pile are seized using a high resolution digital camera which is used as input in Geo-PIV software and analysis is performed using MAT LAB code to capture soil-pile interaction.]]></description>
      <pubDate>Tue, 16 Oct 2018 09:40:18 GMT</pubDate>
      <guid>https://trid.trb.org/View/1559848</guid>
    </item>
    <item>
      <title>Forensic Investigations into Recurrent Pavement Heave from Underlying Expansive Soil Deposits</title>
      <link>https://trid.trb.org/View/1493173</link>
      <description><![CDATA[Pavement sections constructed over expansive soil deposits often exhibit excessive distresses due to volume changes in the underlying soil strata. Differential movements within these deposits resulting from fluctuations in the moisture content manifest themselves in the form of localized heaves on the pavement surface. A pavement section near the western border of Idaho has experienced recurrent damage due to volume changes in the underlying expansive soil layer; traditional treatment methods such as lime stabilization and moisture barrier installation have provided partial relief over the years. A recently concluded forensic research study at Boise State University investigated the causes for failure of earlier treatment methods. This study involved extensive laboratory characterization of expansive soil samples collected from underneath this pavement section to identify location of the problematic soil strata, and to propose suitable rehabilitation measures. Laboratory characterization included tests such as moisture content, Atterberg limits and One-Dimensional swell test to determine the potential vertical rise (PVR) and establish approximate active zone. Laboratory test results indicated that the most expansive soil deposits were at a depth of at least 1.83 m from the pavement surface. PVR values calculated closely matched with the surface profile trends observed in the field. In addition, the soluble sulfate tests performed on various soil samples indicated that sulfate heaving could be a problem for calcium-based stabilizer. Based on the findings, the research team proposed that the pavement section be reinforced using a flexible mechanical system that dissipates the swell pressures originating from the underlying clay layers.]]></description>
      <pubDate>Fri, 22 Jun 2018 16:42:04 GMT</pubDate>
      <guid>https://trid.trb.org/View/1493173</guid>
    </item>
    <item>
      <title>Seismic Displacement Estimates for Bridges in the New Madrid Seismic Zone</title>
      <link>https://trid.trb.org/View/1403811</link>
      <description><![CDATA[The Mississippi embayment (ME) of the New Madrid seismic zone (NMSZ) is characterized by deep soil deposits. This places much of the ME outside the realm of code-based spectral shape assumptions. Only the top 30 m of the subsurface profile is used as input for developing current code-based response spectra. Rules for effective damping and response modification for effective damping vary depending on the structure type-conventionally designed plastic hinging or isolation design. The goal of this study was to build on previous research and propose an alternative, rational method for including each of these effects-profile depth, effective damping, and response modification for effective damping-into the development of seismic displacement estimates for bridges in the NMSZ. Displacement estimates for a bridge near Memphis, Tennessee, for both conventional design and isolated design alternatives, were made using both code-based and alternative criteria. The bridge was moved to five other sites of various profile depths to examine the effect on response. It is demonstrated that current code-based displacement demand estimates may be unconservative for both short-period, conventionally designed bridges and isolated structures.]]></description>
      <pubDate>Mon, 02 May 2016 10:15:21 GMT</pubDate>
      <guid>https://trid.trb.org/View/1403811</guid>
    </item>
    <item>
      <title>Recurrent Pavement Damage from Underlying Expansive Soil Deposits - Idaho Experience</title>
      <link>https://trid.trb.org/View/1394232</link>
      <description><![CDATA[A section of US-95 just North of the Oregon/Idaho border (MP 0 to 18.5) has experienced recurrent heaving-related distresses over several years. Research studies were undertaken in the past to investigate the mechanisms contributing to the excessive heaving and to evaluate the feasibility of implementing different stabilization techniques for the subgrade. These studies have indicated the presence of high liquid limit (ranging from 45% to 150%) soils with free swell index values greater than 100%. One- dimensional swell tests performed on both disturbed and undisturbed soil samples showed that the remolded (disturbed) soil samples exhibited swelling as much as 30% and swell pressures up to 0.57 MPa (6 tsf). The undisturbed soils on the other hand did not exhibit any swelling characteristics. Lime stabilization was suggested as the most suitable alternative to minimize or delay swelling along with hydraulic barriers (both vertical and horizontal). After rehabilitation work performed in 2005, the pavement sections performed well except for few sections between milepost 16.7 and 18.5, which have since showed heave-related distress. This paper presents a summary of past studies, their recommendations and the experiences thereafter. Details of the subgrade properties established for this stretch of the pavement section thorough subsurface exploration and laboratory characterization are reported in this paper along with inferences on factors that could contribute to the recurrent heaving problem. Potential rehabilitation and stabilization methods are discussed, and details of an ongoing study to identify the active zone for this expansive subgrade between milepost 16.7 and 18.5 are presented.]]></description>
      <pubDate>Mon, 21 Mar 2016 16:41:41 GMT</pubDate>
      <guid>https://trid.trb.org/View/1394232</guid>
    </item>
    <item>
      <title>Engineering Properties of Marls</title>
      <link>https://trid.trb.org/View/1373208</link>
      <description><![CDATA[The term “marl” is used to designate soft, carbonate‐rich, fine‐grained soils, which pose concerns related to both settlement and stability. Despite the prevalence of marls in Indiana and the concerns associated with their behavior, very limited work has been done to study the engineering properties of these soils. This was the motivation for this research project, which involved two primary activities: a) the creation of a map and database of existing information on marl deposits in Indiana; and b) an in‐depth characterization of the properties of a marl deposit in Daviess County, which was considered representative of similar deposits encountered in Indiana. The marl database was generated using ArcGIS 10.0.from information available at the Indiana Department of Transportation (INDOT), and involved mining data from over five thousand boreholes. The second part of the project involved field tests (seismic cone penetration tests, standard penetration tests, field vane shear tests), and laboratory experiments (index tests, incremental and constant rate of strain consolidation tests, and K₀‐consolidated undrained triaxial tests) conducted on high quality Shelby tubes samples. Additionally, the mineralogy and the microstructure of the soil were studied in detail. The laboratory tests reveal that the deposit was not homogeneous as was initially anticipated, but was, instead, formed by two types of soils that repeat in horizontal thin layers. These two soils, referred to as ‘soil M’ and ‘soil C’, are both characterized by very high calcium carbonate contents but show distinct index and engineering properties, that may be ascribed to differences in mineralogy and composition. This stratification is not detected by the field tests. The consolidation tests show that the deposit has an overconsolidation ratio (OCR) less than 2 and compressibility parameters markedly dependent on stress level, as typical of sensitive soils. K₀‐consolidated undrained compression triaxial tests show that both soils exhibit normalized behavior, and that the relationship between strength and stress history is well described by the SHANSEP equation (although the SHANSEP parameters differ for the two soils). Comparison of the field data and laboratory results provides the means to validate published correlations for interpretation of the geotechnical properties of marls from field results. For the site examined, correlations to estimate shear wave velocity, stress history, and undrained strength from cone penetration test (CPT) results are identified. Implementation recommendations are provided for soil identification, sampling and specimen preparation, interpretation of filed data, and preliminary design.]]></description>
      <pubDate>Fri, 20 Nov 2015 17:12:08 GMT</pubDate>
      <guid>https://trid.trb.org/View/1373208</guid>
    </item>
    <item>
      <title>Load-Settlement Behavior of Drilled Shafts in Multilayered Deposits of Soils and Intermediate Geomaterials</title>
      <link>https://trid.trb.org/View/1266228</link>
      <description><![CDATA[Using a hyperbolic model and curve-fitting techniques, curves of the nonlinear side resistance (fs) versus the ratio of shaft displacement to shaft diameter (Δ/d), measured in top-down static load tests on instrumented drilled shafts in multilayered deposits of soil and intermediate geomaterials (IGMs), have been analyzed to determine the values of shear modulus (G) and ultimate side friction (fsu). Values of G and fsu for each layer of soil and IGM so determined from load tests matched well with those determined from correlations. An iterative procedure based on hyperbolic curves of fs versus Δ/d derived using values of G and fsu determined either from correlations or from load tests was used to compute or back-calculate top-down load-settlement curves. The load-settlement curves determined via this procedure matched well with those measured from the top-down load tests both when the tip bears above a cavity or very soft soils and when the tip is bearing in a firm and dense IGM. It was found that an accurate axial load distribution and settlement profile along the length of a shaft can be determined via this procedure.]]></description>
      <pubDate>Mon, 04 Nov 2013 14:01:03 GMT</pubDate>
      <guid>https://trid.trb.org/View/1266228</guid>
    </item>
    <item>
      <title>Influence of Underlying Weak Soil on Passive Earth Pressure in Cohesionless Deposits</title>
      <link>https://trid.trb.org/View/1094874</link>
      <description><![CDATA[Finite-element simulations demonstrate the influence of underlying weak soil on mobilization of passive pressures in cohesionless deposits. Traditional passive earth pressure theories with typical angles of interface friction may overestimate passive forces in such cases. Simple analytical models that incorporate the underlying weak soil using traditional passive earth pressure concepts are shown to agree reasonably with the finite-element simulations. The studies presented herein are relevant for cases in which cohesionless soil deposits overlie soft clay, liquefiable sand, or other weak layers.]]></description>
      <pubDate>Thu, 31 Mar 2011 08:11:02 GMT</pubDate>
      <guid>https://trid.trb.org/View/1094874</guid>
    </item>
    <item>
      <title>Identification of Soil Stratigraphy of Soft Deposit in Shanghai from CPTU Test</title>
      <link>https://trid.trb.org/View/967972</link>
      <description><![CDATA[This paper presents a well recorded case history of cone penetration test with pore water pressure measurement (CPTU) in the soft deposit of Shanghai. In China, stratigraphy for soft deposit is obtained through physical properties (e.g. grain size and color) and mechanical properties (e.g. cohesion and inner friction angle from direct shear test) from borehole samples. Identification of soil stratigraphy with CPTU was developed 30 years ago. The field data at test site of Yan’an Road Tunnel in Shanghai is used in the analysis. The soil classification chart proposed by Robertson is employed to identify soil strata. The results are compared with that from plasticity index and grain size distribution of borehole samples (refer to code method). The results show that Robertson’s chart can identify the stratigraphy of the soft deposit in Shanghai. However, there are some discrepancies of the results from Robertson’s chart and the code method. The reason of the discrepancies is also discussed in the paper.]]></description>
      <pubDate>Wed, 13 Oct 2010 14:53:06 GMT</pubDate>
      <guid>https://trid.trb.org/View/967972</guid>
    </item>
    <item>
      <title>Laboratory Flume Static and Dynamic Experiment for Rock Avalanches</title>
      <link>https://trid.trb.org/View/934927</link>
      <description><![CDATA[A series of flume experiments under static and dynamic conditions were conducted to study the Xiejiadian rock avalanche, which was triggered by Wenchuan Earthquake in China. Six influencing factors acting on the run-out of rock avalanches were investigated by releasing three granular materials in a designed flume. Test results under static conditions showed that the coarser sample was of higher fluidity than other types with excessive content of finer particles. Positive correlations were obtained between the following parameters: the angle of flume and the run-out of deposit; the angle and the accumulation of deposit; the mass and the run-out; the mass and the accumulation. In the case of consecutive releases, the traveling length of entire volume was affected mainly by the first release, while subsequent releases only had effects on the height and weight of the main part deposit. The roughness of bottom surface of the flume had a large effect on the finer particles than coarser particles. The run-out of deposit decreased when obstacles were introduced. Dynamic results showed that shaking force has a significant effect on the increase of run-out distance of the deposit compared with results under static. The run-out distance increased with the increase of acceleration amplitudes, whereas, the run-out distance reduced gradually with the increase of frequency.]]></description>
      <pubDate>Thu, 30 Sep 2010 10:25:50 GMT</pubDate>
      <guid>https://trid.trb.org/View/934927</guid>
    </item>
    <item>
      <title>Vertical Stress under Point Load on Cross-Anisotropic Elastic Half-Space with Reduced Parameter Material Model</title>
      <link>https://trid.trb.org/View/934562</link>
      <description><![CDATA[Natural soil deposits commonly exhibit cross-anisotropy about a vertical axis due to their depositional environment. This paper presents a study of the vertical stress distribution in a cross-anisotropic elastic soil deposit due to a point load. The study is based upon the exact solution derived by Liao and Wang (1998) that uses Fourier and Hankel transforms to solve the governing differential equations of the displacement functions. The solution has been first modified to consider a reduced parameter elastic model for cross-anisotropy as proposed by Graham and Houlsby (1983). The vertical stress distribution in the soil has been studied for a vertical point load with a varying degrees of anisotropy.]]></description>
      <pubDate>Fri, 24 Sep 2010 07:49:14 GMT</pubDate>
      <guid>https://trid.trb.org/View/934562</guid>
    </item>
    <item>
      <title>Estimation of Stress History by Partial Piezocone Dissipation Tests</title>
      <link>https://trid.trb.org/View/934316</link>
      <description><![CDATA[In a Piezocone Penetration Test (PCPT or CPTu), the probe can be stopped at a desired depth during penetration, and the excess pore pressure generated around the cone can be measured as dissipating ut versus time, t. Using the rate of dissipation, it is possible to estimate the value of the soil deposit’s coefficient of consolidation and thereby determine changes in hydraulic conductivity. Theoretically the dissipation is complete as ut approaches in-situ equilibrium pore pressure, u0. In fine-grained soils time required for complete dissipation or even 50% dissipation maybe very long, making the test impractical. The in-situ (equilibrium) pore pressure, u0, can be estimated from a partial dissipation record requiring a shorter dissipation, by extrapolating the measured ut data on an inverse time scale (i.e. ut against l/t). Based on this partial dissipation test, the stress history (or the status of the consolidation) of the soil deposit can be evaluated. However, no case study has been reported in open literature where the extrapolation method has been applied to estimate unknown stress history of soil deposits. In this paper, this methodology was applied to a dredge disposal area to obtain soil parameters related to stress history as well as soil deformation due to consolidation.]]></description>
      <pubDate>Mon, 20 Sep 2010 13:04:05 GMT</pubDate>
      <guid>https://trid.trb.org/View/934316</guid>
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