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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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    <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>
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      <link>https://trid.trb.org/</link>
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    <item>
      <title>Sustainable improvement in engineering behavior of Siwalik Clay using industrial waste glass powder as additive</title>
      <link>https://trid.trb.org/View/1981826</link>
      <description><![CDATA[The focus of the present study is to improve the engineering behavior of Clays belonging to Upper Siwalik Formation and located in the sub-tropical zone with average annual rainfall of 297 mm. The presence of shear zones and random fissures in these over consolidated and slicken sided clays pose serviceability problems like differential settlement, pavement defects and excessive erosion resulting into the massive loss of property. Suitability assessment of industrial waste glass powder (IWGP) to address the issue could be twofold beneficial: potential solution of the problem; and economical utilization of waste leading to clean environment. The IWGP ranging from 5% to 20% to the air-dried mass of base soil was used to evaluate its impact on various properties. Laboratory testing including grain size distribution, Atterberg limits, compaction characteristics, unconfined compressive strength (UCS), California bearing ratio (CBR) for un-soaked and soaked conditions and swell potential of the control and clay samples was conducted. As no chemical reaction (hydration) was expected between soil and IWGP, curing of samples was not considered. The test results showed that addition of 20% IWGP showed maximum improvement in the UCS (110%), un-soaked (67%) and soaked (300%) CBR values. On the other hand, 26% reduction in swelling strain at 1kPa effective vertical stresses was also observed with this combination. The capital cost analysis for one-kilometer dual carriageway, for all combinations of soil and IWGP, showed that 15% dosage was the optimum quantity providing adequate strength enhancement (54.5%) with substantial reduction of 19% in capital cost. Besides, it poses very low environmental risk for nearby aqueous media. Consequently, IWGP has been assessed as a sustainable modifier for improvement of Siwalik Clay leading to potential solution for serviceability problems.]]></description>
      <pubDate>Fri, 30 Sep 2022 14:27:31 GMT</pubDate>
      <guid>https://trid.trb.org/View/1981826</guid>
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    <item>
      <title>Study on the mechanical properties of outwash deposits with random structure method</title>
      <link>https://trid.trb.org/View/1902887</link>
      <description><![CDATA[Outwash deposit is one of the major threats to the safety and stability of railway transit engineering in the Sichuan-Tibet area. In this paper, different samples of outwash deposits were prepared based on the random structure method, and a series of large-scale direct shear tests were carried out under different normal stresses. The influence of stone content and the spatial distribution of stone blocks on the physical and mechanical properties of outwash deposits were studied. The results show that with the increase of stone content, the shear stress-displacement curve changes from strain softening to strain hardening. The shear zone is larger, and its shape is more tortuous due to the movement and rotation of stone blocks. The internal frictional angle increases linearly while the cohesion diseases with the increase of stone content. The main influence of the spatial distribution of stone blocks on the mechanical properties of outwash deposits is the peak stress. The shear zone is mainly determined by the distribution of the stone blocks near the shear zone.]]></description>
      <pubDate>Mon, 31 Jan 2022 14:04:15 GMT</pubDate>
      <guid>https://trid.trb.org/View/1902887</guid>
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    <item>
      <title>Effect of High-Strength Reinforcement Steel on Shear Friction Behavior</title>
      <link>https://trid.trb.org/View/1467826</link>
      <description><![CDATA[Current bridge provisions limit the contribution of the reinforcing steel in concrete shear interface design to a yield strength of 420 MPa (60 ksi). Because of this, the higher yield strength of high-strength steel (HSS) reinforcing bars cannot currently be used in design. Only a limited number of tests have been performed to characterize the shear friction resistance of members containing HSS, and results from these tests indicate that using the full HSS reinforcing bar yield stress capacity could overestimate the shear interface capacity of the specimens. However, shear friction design using HSS reinforcement at its yield strength, if shown viable, could provide constructability benefits. In this work, the effect of HSS reinforcement on concrete–concrete shear interface capacity is investigated. The specimens had varying reinforcing steel ratios (0.42 and 0.64%), bar sizes [#13M (#4) and #16M (#5)], and steel grades [Grade 420 (60 ksi) and Grade 550 (80 ksi)]. Four sets of five push-off test specimen types were tested for a total of 20 specimens. All push-off specimens were designed to have similar interface shear resistance using current design equations. Testing results indicate that although the peak strength capacity of the specimens reinforced with Grade 550 #16M (#5) bars was greater than that of the Grade 420 #16M (#5) bars, a similar increase was not observed in the #13M (#4) specimens in which negligible differences were observed in the peak strength. However, the use of HSS reinforcement increased the postpeak sustained loads.]]></description>
      <pubDate>Tue, 29 Aug 2017 09:54:44 GMT</pubDate>
      <guid>https://trid.trb.org/View/1467826</guid>
    </item>
    <item>
      <title>Predicting Failure during Sheared Edge Stretching Using a Damage-Based Model for the Shear-Affected Zone</title>
      <link>https://trid.trb.org/View/1433055</link>
      <description><![CDATA[Hole expansion of a dual phase steel, DP600, was numerically investigated using a damage-based constitutive law to predict failure. The parameters governing void nucleation and coalescence were identified from an extensive review of the x-ray micro-tomography data available in the literature to ensure physically-sound predictions of damage evolution. A recently proposed technique to experimentally quantify work-hardening and damage in the shear-affected zone is incorporated into the damage model to enable fracture predictions of holes with sheared edges. Finite-element simulations of a hole expansion test with a conical punch were performed for both a punched and milled hole edge condition and the predicted hole expansion ratios are in very good agreement with the experiment values reported by several researchers.       ]]></description>
      <pubDate>Thu, 05 Jan 2017 16:24:17 GMT</pubDate>
      <guid>https://trid.trb.org/View/1433055</guid>
    </item>
    <item>
      <title>Analysis of Shear Zones of Landslides by the Numerical Simulation of Monitored Surficial Displacement Vectors—Case Study of the Landslide at Gunung Pass, Malaysia</title>
      <link>https://trid.trb.org/View/1419509</link>
      <description><![CDATA[Planning and designing countermeasures for a specific landslide require geotechnical and geological investigations of the landslide area. In particular, assessment of the extent of unstable zones and/or sliding surfaces of the landslide is essential for designing countermeasures. While borehole logging is the effective way to identify the sliding surface and shear zones, installation of the drilling systems can be prohibiting, depending on the accessibility and budgetary conditions. Past research, on the other hand, suggests that the surficial displacements may be utilized to estimate the shear zones. This paper presents the predictive analysis of the subsurface shear zone of the landslide along the highway passing the north mountain range of Malaysia. A marked failure occurred in 2003, followed by gradual continuous movements that have been monitored by 17 reflective prisms and the two total stations. No bore logging has been performed, and therefore, sliding surfaces are not well known. For the purpose of estimating the depth profile of the sliding surface, directions and magnitudes of the displacement vectors have been examined and subsequently numerical analysis of the displacement vectors was performed. The monitored displacements were reproduced by stepwise strength reduction, which yielded a band of cumulative shear failure zone that may represent the potential sliding surface.]]></description>
      <pubDate>Wed, 31 Aug 2016 08:16:16 GMT</pubDate>
      <guid>https://trid.trb.org/View/1419509</guid>
    </item>
    <item>
      <title>Overview of Ice Rubble Generators and Ice Protection Structures in Temperate Regions</title>
      <link>https://trid.trb.org/View/1376228</link>
      <description><![CDATA[This paper presents the past and present use of ice rubble generators and ice protection structures in temperate regions. Information was assembled through a literature review and discussions with national and international personnel involved in with this type of construction and research. The majority of structures investigated were designed for use in shallow water (approximately 4 m in depth). However a number of concepts show the potential to be adapted for deeper water use. Many involved an arrangement of piles designed to hold back rubble or to encourage the formation of a stable ice sheet. Structures specifically designed to generate rubble have focused on rubblemound berm or barge-based structures. The structures were studied in order to develop innovative technological concepts that hold promise for use in the Canadian Beaufort Sea.]]></description>
      <pubDate>Tue, 01 Dec 2015 07:46:31 GMT</pubDate>
      <guid>https://trid.trb.org/View/1376228</guid>
    </item>
    <item>
      <title>Shear Zone around Jacked Piles in Clay</title>
      <link>https://trid.trb.org/View/1324671</link>
      <description><![CDATA[As the most important feature of jacked open-ended concrete pipe piles, shear zone has fluence of crucial importance during installing and after penetration. This study conducted a field test in silt deposit to observe the physical phenomenon of shear zone after installation and investigated soil parameter differences from undisturbed soil through laboratory tests. Direct observation on shear zone reveals that the boundary between shear zone and in situ soil is evident. The average soil thickness in the shear zone falls between 6 and 30 mm, which are closely related to natural water content and void ratio in different layers. Laboratory tests on the shear zone show evident compaction during installation, and the soil parameters in the shear zone are sensitive to the jacking installation procedure. Some soil parameters decrease, whereas others increase because of excess pore water dissipating after installation. The extent of the shear zone is helpful in understanding interface friction on pretensioned high-strength concrete (PHC) piles in clay.]]></description>
      <pubDate>Tue, 21 Oct 2014 09:20:16 GMT</pubDate>
      <guid>https://trid.trb.org/View/1324671</guid>
    </item>
    <item>
      <title>Spatial Distribution of Excess Pore-Water Pressure Due to Piezocone Penetration in Overconsolidated Clay</title>
      <link>https://trid.trb.org/View/811444</link>
      <description><![CDATA[This paper presents the results of an analysis of the spatial distribution of the excess pore-water pressure induced by piezocone penetration into overconsolidated clays. From the experimental results obtained for moderately and heavily overconsolidated clays, it was observed that the excess pore-water pressure increases monotonically from the piezocone surface to the outer boundary of the shear zone and then decreases logarithmically, approaching zero at the outer boundary of the plastic zone. It was also found that the size of the shear zone decreases from approximately 2.2. to 1.5 times the cone radius with increasing overconsolidation ratio (OCR), whereas the plastic radius is about 11 times the piezocone radius, regardless of the OCR. The expressions developed in this study based on the modified Cam clay model and the cylindrical cavity expansion theory, which take into consideration the effects of the strain rate and stress anisotropy, provide a good prediction of the initial pore-water pressure at the piezocone location. The method of predicting the spatial distribution of excess pore-water pressure proposed in this study is based on a linearly increasing delta u sub shear in the shear zone and a logarithmically decreasing delta u sub oct, and was verified by comparing the pore-water pressure measured in overconsolidated specimens in the calibration chamber.]]></description>
      <pubDate>Fri, 20 Jul 2007 09:56:24 GMT</pubDate>
      <guid>https://trid.trb.org/View/811444</guid>
    </item>
    <item>
      <title>Effect of Footing Roughness on Bearing Capacity Factor N</title>
      <link>https://trid.trb.org/View/811327</link>
      <description><![CDATA[The effect of interface friction angle (delta) between the footing and underlying soil mass on the bearing capacity factor N and subscript gamma was examined by using the upper bound limit analysis, finite elements, and linear programming. The analysis was carried out by employing velocity discontinuities along all the interfaces of the chosen triangular elements. The development of the plastic strains within elements was incorporated by using an associated flow rule. It was clearly noted that an increase in delta leads to a continuous increase in N and subscript gamma. With delta = phi, the magnitude of N and subscript gamma becomes almost the same as that for a perfectly rough foundation, that is, when no slippage takes place between the footing and underlying soil mass. The size of the plastic zones increases with increase in delta and phi. The obtained values of N and subscript gamma, for perfectly smooth and perfectly rough footings, compare quite favorably with those reported in literature. The study demonstrates that in the case when delta is smaller than phi, the assumption of a perfectly rough footing will lead to an unsafe prediction of the ultimate bearing capacity.]]></description>
      <pubDate>Mon, 02 Jul 2007 08:07:07 GMT</pubDate>
      <guid>https://trid.trb.org/View/811327</guid>
    </item>
    <item>
      <title>Experimental Study on the Shearing Behavior of Saturated Silty Soils Based on Ring-Shear Tests</title>
      <link>https://trid.trb.org/View/804829</link>
      <description><![CDATA[The shearing behavior of saturated silty soils has been examined extensively by performing undrained and partially drained (the upper drainage valve of the shear box was open during shearing) ring-shear tests on mixtures of a sandy silt with different loess contents. By performing tests at different initial void ratios, the shear behavior of these silty soils at different initial void ratios is presented and discussed. Undrained-shear-test results showed that the liquefaction phenomena in ring-shear tests were limited within the shear zone; for a given void ratio or interfine void ratio, both the peak and steady-state shear strengths decreased with increase of loess content. The partially drained shear tests revealed that a great reduction in the shear strength could result after the shear failure, due to the buildup of excess pore-water pressure within the shear zone; the magnitude of reduction in shear strength after failure was affected by the initial void ratio, the shear speed after failure, as well as the loess content in the sample. For a given void ratio or interfine void ratio, with increase of loess content, the drained peak shear strength became smaller, while the brittleness index became greater. It was also found that due to localized shearing, the permeability of the soil within the shear box after drained shearing could be three orders of magnitude smaller than before shearing.]]></description>
      <pubDate>Fri, 30 Mar 2007 07:03:30 GMT</pubDate>
      <guid>https://trid.trb.org/View/804829</guid>
    </item>
    <item>
      <title>THE GEOMETRY OF DISCONTINUITIES AND SLOPE FAILURES IN SIWALIK CLAY</title>
      <link>https://trid.trb.org/View/122207</link>
      <description><![CDATA[DURING THEIR GEOLOGICAL PAST, THE CLAY AND SAND-STONE BEDS OF THE SIWALIK SYSTEM, NORTHWEST PAKISTAN, HAVE BEEN AFFECTED BY VARIOUS TECTONIC FORCES. COMPRESSIVE STRESSES HAVE FOLDED THE BED ROCK AND LEFT A PRINT OF COMMON GEOLOGICAL STRUCTURAL DISCONTINUITIES SUCH AS FAULTS, JOINTS, SHEAR ZONES AND FISSURES. THESE STRUCTURES FORM PLANAR SURFACES WHICH CAN READILY BE STUDIED AND CLASSFIED BY SIMPLE GEOLOGICAL FIELD TECHNIQUES. UNDER CERTAIN CONDITIONS THE FORM OF FAILURES IN THE CLAYS, AND OCCASIONALLY THE SANDSTONES, OF THE SIWALIKS IS GOVERNED BY THE GEOMETRY OF THESE EXISTING SURFACES WITHIN THE BEDROCK. THE GEOMETRY OF THE DISCONTINUITIES IS DISCUSSED IN PART I AND SLOPE FAILURES IN PART 2, TOGETHER WITH CASE HISTORIES GIVEN TO ILLUSTRATE THREE PRINCIPAL GEOMETRIC TYPES. /RRL/A/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:42:31 GMT</pubDate>
      <guid>https://trid.trb.org/View/122207</guid>
    </item>
    <item>
      <title>PERFORMANCE OF SACRIFICIAL EXTERIOR SHEAR KEYS UNDER SIMULATED SEISMIC LOADING</title>
      <link>https://trid.trb.org/View/704587</link>
      <description><![CDATA[This paper presents a performance evaluation of sacrificial exterior shear keys under simulated seismic loading. Performance evaluation was conducted in terms of damage levels observed during testing. The experimental program consisted of 6 experiments, and the variables investigated during testing are outlined and discussed. The results of the evaluation are used to make realistic assumptions of the load-deformation response of sacrificial exterior shear keys as well as their postpeak performance under cyclic loads. Experimental and analytical results are also used to develop a hysteretic model for exterior sacrificial shear keys at the abutments. The development of this hysteretic model is also detailed.]]></description>
      <pubDate>Tue, 27 Jul 2004 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/704587</guid>
    </item>
    <item>
      <title>VISCOELASTIC RUTTING MODEL WITH IMPROVED LOADING ASSUMPTIONS</title>
      <link>https://trid.trb.org/View/732258</link>
      <description><![CDATA[A 3-dimensional FE model of a road pavement is presented in which the temperature and load dependent performance of flexible pavements is characterized by a generalized Maxwell model and improved loading assumptions are used based on the required viscoelastic model parameters from dynamic shear tests. The model was evaluated using simulation calculations for a specific test structure on which rutting tests had been performed with a heavy vehicle simulator.  This evaluation demonstrated good agreement between the deformations predicted by the theoretical model and the deformations actually measured.]]></description>
      <pubDate>Fri, 31 Jan 2003 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/732258</guid>
    </item>
    <item>
      <title>MECHANISM OF PORE PRESSURE GENERATION DUE TO THE DIFFERENT DIRECTION OF EARTHQUAKE ACCELERATION ON SATURATED SOIL</title>
      <link>https://trid.trb.org/View/498491</link>
      <description><![CDATA[Slope stability analysis during an earthquake carried out in terms of effective stress requires an accurate measurement of pore pressure along the shear zone.  Due to the rapid stress changes during an earthquake, undrained cyclic loading is given to the saturated soil layers in slopes.  For reproducing the stress condition in slopes during earthquakes, a cyclic loading ring shear apparatus has been developed at Kyoto University, Japan.  The shear box of this apparatus has been improved for the tests under undrained state and for monitoring the generation of pore pressure during shear.  In order to examine the influence of seismic loading direction, two conditions in which the seismic stress is given either in an almost horizontal direction or in an almost vertical direction were reproduced in the apparatus.  The test results showed that, in saturated soils, it is not possible to estimate the seismic coefficient necessary to cause failure from the initial stress and the effective dynamic friction angle if the mechanism of pore pressure generation is not considered.  This is attributed to the variation in pore-pressure generation depending on the seismic loading directions.]]></description>
      <pubDate>Mon, 08 Feb 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/498491</guid>
    </item>
    <item>
      <title>FORMATION OF SHEAR ZONES IN REINFORCED SAND</title>
      <link>https://trid.trb.org/View/469160</link>
      <description><![CDATA[The authors conducted a series of tests on reinforced sand samples using a plane-strain hollow cylindrical testing device. The samples tested developed wider shear zones than the unreinforced  samples and had wider shear zones than similarly reinforced samples tested in direct-shear devices.  Shear-zone width increased with increasing reinforcement concentration, reinforcement stiffness, and soil-reinforcement bond strength. By reducing displacement data to a strain basis, the authors showed that shear, elongational, compressional, and volumetric strains differ in unreinforced and reinforced samples.  Dense, dilatant unreinforced sand samples developed narrow shear zones with large strains, whereas the reinforced samples developed smaller but more uniform strains distributed throughout the samples. Reorientation of zero-extension shear planes in the reinforced samples limited the range of orientations over which the reinforcements contributed to strength.  Overall, findings indicate that reinforced soils deforming in uniform stress fields do not develop narrow shear zones; therefore, reinforcement contribution to strength through reorientation and mobilization of bending moments is unlikely under field conditions.  For reinforcements to be loaded in tension, their orientation should be within 45 deg of the minor principal stress.]]></description>
      <pubDate>Tue, 30 Dec 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/469160</guid>
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