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    <title>Transport Research International Documentation (TRID)</title>
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    <copyright>Copyright © 2026. National Academy of Sciences. All rights reserved.</copyright>
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    <managingEditor>tris-trb@nas.edu (Bill McLeod)</managingEditor>
    <webMaster>tris-trb@nas.edu (Bill McLeod)</webMaster>
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      <title>Transport Research International Documentation (TRID)</title>
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      <link>https://trid.trb.org/</link>
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    <item>
      <title>Occurrence of Naturally Shaped Lenticular Bed Deposit and Its Influence on the Frictional Pressure Drop during Pipeline Transportation of Low Concentration Slurries</title>
      <link>https://trid.trb.org/View/1326256</link>
      <description><![CDATA[Solid particles can be transported along a pipeline in the form of trains of individually shaped lenticular deposits (LDs) when the concentration of solids is less than 1 vol% and the transport velocity is below the critical value required for full suspension. Such special bed transport, observed as rippled sand dune patterns, may occur in petroleum production lines transporting oil and gas produced from unconsolidated sand reservoirs under turbulent flow conditions, and during sediment transport by rivers and winds. The primary objective of this study was to investigate how the occurrence of lenticular bed deposits affects near-wall turbulent activities at the sand/fluid (“wave-like”) interface and frictional pressure drop during pipeline transportation of solids. Particle image velocimetry (PIV) measurements were used to quantify the velocity field, the turbulence kinetic energy (TKE), and the coherent structures associated with surface morphology change and LD formation near the bed deposits/fluid interface. A 7–8% reduction in frictional pressure drop was consistently observed during the transition from continuous sand bed to LDs. Results also indicate that the formation of naturally shaped LDs reduces the intensity and frequency of near-wall turbulent coherent structures (burst-sweep events). Moreover, TKE associated with flow over the LDs was found to be lower than that of continuous bed and water (only) flow.]]></description>
      <pubDate>Mon, 13 Oct 2014 08:59:07 GMT</pubDate>
      <guid>https://trid.trb.org/View/1326256</guid>
    </item>
    <item>
      <title>Shear Strength Properties of Naturally Occurring Bituminous Sands</title>
      <link>https://trid.trb.org/View/1107871</link>
      <description><![CDATA[Shear strength properties of three oil sand materials were determined in the laboratory by simulating field loading conditions of large capacity mining trucks and shovels. Both monotonic triaxial compression and direct shear tests were performed on the oil sand materials with bitumen contents of 8.5%, 13.3% and 14.5% at 20oC and 30oC test temperatures. Results from the two tests could not be effectively compared since the triaxial tests produced zero friction angles for all the oil sand materials because of the cohesive nature of bitumen contents. However, results from the direct shear tests were comparable to properties of oil sands reported earlier from various other laboratory tests. Based on the direct shear test results, Mohr-Coulomb failure envelopes were determined to establish shear strength properties of the three oil sand samples. The results presented in this paper may be used to estimate friction angles and cohesion intercepts of oil sand materials with similar characteristics in the field.]]></description>
      <pubDate>Tue, 23 Aug 2011 12:55:29 GMT</pubDate>
      <guid>https://trid.trb.org/View/1107871</guid>
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    <item>
      <title>Dynamic Modulus Characterization of Naturally Occurring Bituminous Sands for Sustainable Pavement Applications</title>
      <link>https://trid.trb.org/View/1083700</link>
      <description><![CDATA[Oil sand is a generic name given to naturally occurring deposits of bituminous sand materials that are mined for crude oil production. These materials are currently used as subgrade materials of temporary and permanent roads in oil sand fields. The presence of high bitumen content makes oil sand materials problematic for field operations of off-road haul trucks and shovels during the warm spring and summer months. The behavior of oil sand materials is primarily dependent upon stress states, temperature, and the rate of loading or frequency. To effectively account for temperature and loading frequency, dynamic modulus is the preferred material property to characterize bituminous materials. In this paper, dynamic modulus is determined for 3 types of oil sand materials with natural bitumen contents of 8.5, 13.3, and 14.5% by weight using cyclic load triaxial test procedure. All 3 oil sand samples were compacted close-to-field densities and then tested at 2 temperatures and 3 loading frequencies (related to field trafficking speeds) at different stress states. Based on the test results, dynamic modulus was modeled as a power function of the applied stress states and temperature. Using all the test data obtained from the 3 oil sand samples, unified dynamic modulus characterization models were successfully developed to account for stress state, bitumen content, and temperature. The proposed model can be calibrated for field practical use to estimate modulus and deformation behavior of these oil sand materials for their sustainable use in pavement applications.]]></description>
      <pubDate>Wed, 15 Dec 2010 08:57:41 GMT</pubDate>
      <guid>https://trid.trb.org/View/1083700</guid>
    </item>
    <item>
      <title>Characterizing Resilient Behavior of Naturally Occurring Bituminous Sands for Road Construction</title>
      <link>https://trid.trb.org/View/1082312</link>
      <description><![CDATA[Oil sand is a generic name given to natural deposits of bituminous sand materials that are mined for crude oil production. These materials are currently used as subgrade materials of temporary and permanent roads in oil sand fields for operating large capacity haul trucks and shovels. This paper focuses on determining in laboratory the resilient behavior of three oil sand materials with bitumen contents of 8.5, 13.3, and 14.5% by weight. The resilient modulus (M and subscript R) properties were obtained using a newly established repeated load triaxial test procedure. From the test results, nonlinear M and subscript R models were successfully developed in the forms of K-theta, Witczak-Uzan, and the mechanistic empirical pavement design guide (MEPDG) models to properly characterize temperature and stress dependent resilient behavior. The modified K-theta model predicted the overall M and subscript R dependency on applied stress states and temperature quite satisfactorily for all the three oil sands when compared to the modified Witczak-Uzan and MEPDG models. The M and subscript R results presented and the models developed can be practically used to estimate the field stiffness behavior of oil sands as subgrade materials.s.]]></description>
      <pubDate>Tue, 30 Nov 2010 07:49:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/1082312</guid>
    </item>
    <item>
      <title>Resilient Behavior Characterization of Naturally Occurring Bituminous Sands</title>
      <link>https://trid.trb.org/View/881526</link>
      <description><![CDATA[Oil sand is a generic name given to natural deposits of bituminous sand materials that are mined for crude oil production. These materials are currently used as subgrade materials of temporary and permanent roads in oil sand fields for operating large capacity haul trucks and shovels.  This paper focuses on determining in the laboratory the resilient behavior of three oil sand materials with bitumen contents of 8.5%, 13.3% and 14.5% by weight. The resilient modulus (MR) properties were obtained using a newly established repeated load triaxial test procedure, which applies higher stress states on the specimens to realistically simulate field loading conditions at two load pulse durations and two test temperatures different than the standard AASHTO T307 test procedure.  From the results of the oil sand tests, nonlinear MR models were successfully developed in the forms of the well known K-theta, Witczak-Uzan, and the Mechanistic Empirical Pavement Design Guide (MEPDG) models to properly characterize the stress dependent resilient behavior.  The K-theta model predicted the overall MR increase with increasing stress states quite satisfactorily for all the three oil sand materials when compared to the Witczak-Uzan and the MEPDG models.  For higher bitumen contents, such as in the case of 14.5% sample, an increase in the applied deviator stress alone caused an overall decrease in the MR, which could be only predicted at low stress states. The MR results presented and the models developed can be practically used to estimate the field stiffness behavior of oil sands as subgrade materials.]]></description>
      <pubDate>Thu, 19 Feb 2009 14:43:38 GMT</pubDate>
      <guid>https://trid.trb.org/View/881526</guid>
    </item>
    <item>
      <title>Geomaterials 2008</title>
      <link>https://trid.trb.org/View/874607</link>
      <description><![CDATA[This collection of 11 papers on the subject of geomaterials examines the following specific topics:  the Micro-Deval test for coarse aggregates; the Micro-Deval test for fine aggregates; anisotropic behavior of aggregate bases; permanent deformation of natural bituminous sands; stiffness of unbound aggregate bases; shear strength of recycled glass; performance of chemically modified subgrade soils; rutting of cement-treated base material; physicochemical behavior of cement kiln dust-treated kaolinite clay; lime in full-depth reclamation; and cement and fiber-stabilized soil rapid assessment using roller-integrated compaction monitoring.]]></description>
      <pubDate>Wed, 12 Nov 2008 16:17:33 GMT</pubDate>
      <guid>https://trid.trb.org/View/874607</guid>
    </item>
    <item>
      <title>Permanent Deformation Behavior of Naturally Occurring Bituminous Sands</title>
      <link>https://trid.trb.org/View/848268</link>
      <description><![CDATA[Oil sand, or tar sand, is a generic name given to bituminous sand deposits that are rich in bitumen or asphalt content to the extent that oil can be extracted from these deposits. The typical 8% to 15% presence of bitumen in the soil composition makes these naturally occurring sands low load-bearing materials. In this study, repeated load triaxial tests were conducted on three types of oil sand materials with natural bitumen contents of 8.5%, 13.3%, and 14.5% by weight. The oil sand specimens were compacted close to field densities and then tested for permanent deformation at two temperatures using a newly proposed test procedure. The procedure applied stress states and ratios determined from field-loading characteristics of haul trucks and mining equipment at two different load pulse durations or loading frequencies (related to field-trafficking speeds). Both the test data and axial permanent strain models developed in the form of power functions of the number of repeated load applications indicated a strong dependency of oil sand permanent strain development on the applied vertical to horizontal (or major to minor principal) stress ratio. Using the test data, permanent strain and deformation models were developed with high correlation coefficients to account for the applied stress states and ratios, test temperature, and bitumen content. These models generalized for oil sand deformation behavior may be used as practical predictive equations to estimate the amount of rutting in oil sand materials and to alleviate potential sinkage problems faced by off-road haul trucks, shovels, and other mining equipment in the field.]]></description>
      <pubDate>Fri, 21 Mar 2008 08:13:55 GMT</pubDate>
      <guid>https://trid.trb.org/View/848268</guid>
    </item>
    <item>
      <title>FULL-SCALE ROAD EXPERIMENT TO TEST BASES OF BITUMINOUS- STABILIZED SAND IN OVAMBOLAND, SOUTH WEST AFRICA</title>
      <link>https://trid.trb.org/View/119559</link>
      <description><![CDATA[AN EXPERIMENT WAS CONDUCTED TO DEMONSTRATE THE PERFORMANCE OF MIXTURES WHEN LAID IN A BASE SIX INCHES THICK, UNDER THE TRAFFIC AND CLIMATIC CONDITIONS IN SOUTH WEST AFRICA. A TOTAL OF EIGHTEEN SECTIONS WAS LAID, EACH MEASURING 100 YARDS LONG BY THE FULL WIDTH OF THE ROAD. MIXTURES OF BITUMINOUS BINDER AND SAND, AS WELL AS BINDER AND SAND TO WHICH FIFTEEN PERCENT OF CALCAREOUS FINES HAD BEEN ADDED WHERE INCLUDED. THE BINDERS INCLUDED A SPECIAL CUTBACK BITUMEN MANUFACTURED FROM 80/100 PEN BITUMEN (MX) A MODIFIED RC-2 CUT-BACK BITUMEN MADE FROM A 40/50 PEN BITUMEN, A HIGH BITUMEN-CONTENT CATIONIC BITUMEN EMULSION AND A 30/35 EVT CUT-BACK TAR. THE MIXING WAS DONE WITH A TRAVELING PULVIMIXER, FOLLOWED BY BLADING WITH A MOTOR GRADER. COMPACTION WAS CARRIED OUT WITH SHEEPSFOOT ROLLERS, A VIBRATING FLAT-WHEELED ROLLER AND PNEUMATIC-TIRED ROLLERS. AERATION WAS ACHIEVED BY MEANS OF DISC HARROWS. COMPACTION WAS CONTROLLED USING VANE SHEAR APPARATUS. MEASUREMENTS OF THE TEMPERATURE ON THE ROAD SURFACE AND AT VARIOUS DEPTHS BELOW THE SURFACE ARE BEING MADE BY AN AUTOMATIC RECORDER. VANE SHEAR MEASUREMENTS CARRIED OUT ON THE MIXTURES FIVE DAYS AFTER COMPLETION GAVE VALUES OF BETWEEN TWENTY AND THIRTY POUNDS/SQUARE INCH FOR THE MIXTURES WITH SAND AND CALCAREOUS FINES, AND APPROXIMATELY TEN POUNDS/SQUARE INCH FOR THE MIXTURES WITH SAND ONLY. LABORATORY TESTS INDICATED THAT THE STRENGTH OF THE MIXTURE FALLS OFF CONSIDERABLY ON SOAKING IN WATER. THE AVERAGE DAILY TRAFFIC IS APPROXIMATELY SEVENTY VEHICLES (PAIR OF AXLES) PER DAY OF WHICH 80-90 PERCENT ARE OF THE HEAVY TRUCK-AND-TRAILER TYPE. AT THE LAST INSPECTION NO DEFORMATION, RUTTING OR CRACKING OF THE MIXTURES WAS OBSERVED.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:24:03 GMT</pubDate>
      <guid>https://trid.trb.org/View/119559</guid>
    </item>
    <item>
      <title>VANE SHEAR METHOD OF CONTROLLING COMPACTION OF BITUMEN-SAND MIXTURES</title>
      <link>https://trid.trb.org/View/99428</link>
      <description><![CDATA[TRIALS WERE CARRIED OUT TO TEST TECHNIQUES OF MIXING, AERATION AND COMPACTION OF A BITUMINOUS STABILIZED SAND. A PROCEDURE WAS DEVELOPED TO DETERMINE WHEN AERATION WAS CARRIED OUT SUFFICIENTLY TO ALLOW COMPACTION TO COMMENCE. THE PROCEDURE IS AS FOLLOWS: (1) A SAMPLE OF THE FIELD MIXTURE IS SUBJECTED TO ACCELERATED AERATION BY DRYING IT IN SHALLOW PANS IN THE SUN, (2) DURING THE ACCELERATED AERATION PROCESS SAMPLES ARE COMPACTED IN A CBR MOULD UNDER MODIFIED AASHO COMPACTION AND THE DENSITY, VANE SHEAR STRENGTH AND FLUID CONTENT DETERMINED TO ENABLE THE PLOTTING OF CURVES OF DENSITY AND SHEAR STRENGTH AGAINST FLUID CONTENT, AND (3) THE SAME TESTS ARE CARRIED OUT AT INTERVALS ON SAMPLES TAKEN FROM THE NATURALLY AERATING MIXTURE ON THE ROAD. THE CURVES OBTAINED FOR THESE SAMPLES SHOW PROGRESSIVE DEVELOPMENT OF THE DENSITY AND SHEAR STRENGTH AGAINST FLUID CONTENT. TESTS WITH THE VANE SHEAR APPARATUS INDICATED THAT A HIGH INITIAL FLUID CONTENT RESULTING FROM A RELATIVELY HIGH CONTENT OF MIXING MOISTURE GIVES RISE TO A HIGHER VALUE OF SHEAR STRENGTH THAN IS OBTAINED BY STARTING WITH A LOWER INITIAL FLUID CONTENT. IF MEASUREMENTS ARE CARRIED OUT IN SITU, THE VANE SHEAR APPARATUS CAN ALSO BE USED TO PROVIDE INFORMATION ON THE SETTING-UP BEHAVIOR OF MIXTURES AFTER COMPACTION.]]></description>
      <pubDate>Thu, 29 Jul 2004 18:25:18 GMT</pubDate>
      <guid>https://trid.trb.org/View/99428</guid>
    </item>
    <item>
      <title>PAVEMENT CONDITION AND PERFORMANCE OBSERVATIONS: BRAMPTON TEST ROAD (WITH DISCUSSION)</title>
      <link>https://trid.trb.org/View/725863</link>
      <description><![CDATA[In 1965, 36 short experimental test sections of flexible pavement were constructed on Highway 10, north of Brampton (Ontario). The aims of the experiment were to extend the results of the AASHTO Road Test to the materials and environment of Ontario; to evaluate the standard pavement designs; and to observe the performance of 5 types of base material and develop equivalency values for these materials. The test sections were located on the 2 northbound lanes of a 4-lane undivided highway with the main variable being base type; materials used were asphalt concrete, crushed gravel, crushed rock, bituminous stabilized sand, and cement treated sand. The base materials were laid in thicknesses of 50, 100, 150, or 200 mm, as was considered practical for a particular section. To ensure a uniform subgrade, existing ground was replaced to a depth of 1 m with selected light clay borrow material. This paper reports observations of the appearances of various distress manifestations and serviceability evaluations, and discusses effects of base type and thickness on performance, the development of distresses, and the structural equivalence of various base materials. Discussion and closure are included.]]></description>
      <pubDate>Wed, 18 Sep 2002 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/725863</guid>
    </item>
    <item>
      <title>LIMITATIONS OF ROCK MECHANICS IN ENERGY-RESOURCE RECOVERY AND DEVELOPMENT</title>
      <link>https://trid.trb.org/View/69526</link>
      <description><![CDATA[The Ad Hoc Panel on Rock Mechanics Problems That Limit Energy Resource Recovery and Development was created within the U.S. National Committee for Rock Mechanics of the National Research Council. Its purpose was to define limitations imposed by rock-mechanics problems on energy-resource recovery and development and to recommend promising research that will help to remove those limitations. The Committee, in formulating the Panel's role, arranged for communication with supporting government agencies and developed a plan for selected Subpanels. A briefing was given in June 1976, primarily to government agencies, to present the planned activities of the Panel. Six Subpanels were established to deal with specific energy resource and development areas: (1) Geothermal Energy Exploration and Production; (2) Mining and In Situ Recovery; (3) Nuclear-Waste Disposal; (4) Oil and Gas Recovery; (5) Underground Storage-Fuel Oil, Gas, Water, or Compressed Air; (6) Under-Ocean Tunneling for Petroleum Recovery. This report presents their findings.]]></description>
      <pubDate>Fri, 12 Apr 2002 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/69526</guid>
    </item>
    <item>
      <title>ATHABASCA OIL SANDS PRODUCE QUALITY FCC FEEDS</title>
      <link>https://trid.trb.org/View/475637</link>
      <description><![CDATA[Syncrude Canada Limited and Mitsubishi Oil Company's (MOC) Petroleum Research Laboratory jointly evaluated the quality of various Athabasca bitumen-derived vacuum gas oils (VGOs) and solvent-deasphalted oil (DAOs) as feedstocks for fluid catalytic cracking (FCC) units. They determined that FCC feeds comparable to the VGO from a typical Alberta light crude oil can be produced from oil sands bitumen by selecting appropriate upgrading processes. Of the nine Athabasca bitumen feeds tested, three can be processed in the FCC unit. Another four can be processed in the residual FCC unit.]]></description>
      <pubDate>Thu, 05 Feb 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/475637</guid>
    </item>
    <item>
      <title>BITUMINOUS RESEARCH IN NEBRASKA</title>
      <link>https://trid.trb.org/View/94459</link>
      <description><![CDATA[OF THE 17 RESEARCH PROJECTS REPORTED ONLY ONE HAD ANY COMMENTS OF INTEREST TO THE PRESENT INVESTIGATION. THIS IS PROJECT 11 IN WHICH ROAD OILS FROM FOUR DIFFERENT REFINERIES WERE INVESTIGATED. THE OUTSTANDING DIFFERENCE NOTED WAS THE FORMATION OF A BLACK OXIDIZED CRUST ON THE BITUMINOUS SAND WHERE ONE OIL WAS USED THAT SHOWED EVIDENCE OF MORE CRACKING THAN THE OTHER THREE OILS WHEN TESTED BY THE OLIENSIS SPOT TEST. SAMPLES OF THIS CRUST EXTRACTED WITH 86 DEGREE BAUME NAPHTHA AND THEN WITH CARBON DISULPHIDE SHOWED THAT THE OIL CONTAINED ABOUT 38 PERCENT OF ASPHALTENES COMPARED TO 18 PERCENT IN THE ORIGINAL OIL. THE ASPHALTENE CONTENT OF THE OTHER OILS INCREASED FROM 18 PERCENT IN THE ORIGINAL OIL TO 23 PERCENT IN THE OIL IN THE SURFACE CRUST AFTER TWO YEARS SERVICE. SEVERAL SECTIONS OF THE SURFACING ON THIS PROJECT, CONTAINING THE HIGHLY CRACKED OIL AND WHICH SHOWED SATISFACTORY STABILITY AND BITUMEN CONTENT, HAVE REQUIRED RECONSTRUCTION BECAUSE OF RAVELING AND DISINTEGRATION OF THE OXIDIZED SURFACE CRUST.]]></description>
      <pubDate>Fri, 03 Jun 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/94459</guid>
    </item>
    <item>
      <title>CHARACTERIZATION OF BITUMEN-TREATED SAND FOR DESERT ROAD CONSTRUCTION</title>
      <link>https://trid.trb.org/View/166906</link>
      <description><![CDATA[This paper summarizes the findings of an experimental program designed to permit evaluation of the accumulation of permanent deformation in bitumen-treated sand layers by applying the more rational methods of pavement analysis and design.  The primary part of the work consists of the characterization of the cumulative deformation response of bitumen-sand specimens tested under simulated conditions of temperature and dynamic stress.  Results have been analyzed by using multiple regression analysis, and predictive relationships of rut depths are formulated therefrom. (Author)]]></description>
      <pubDate>Sat, 15 Aug 1981 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/166906</guid>
    </item>
    <item>
      <title>EFFECTS OF BOTTOM ASH UPON BITUMINOUS SAND MIXTURES</title>
      <link>https://trid.trb.org/View/87679</link>
      <description><![CDATA[The study described involved an attempt to characterize the bottom ash materials.  This process meant subjecting the ash to various physical tests to determine the classic differences among the materials.  These tests and the information they provided are listed.  The second portion of the study was concerned with evaluating the performance of bituminous paving mixtures containing various quantities of bottom ash.  Two mineral aggregates were involved: a terrace sand and a limestone, and two sources of bottom ash: a dry bottom ash and a wet bottom ash. /TRRL/]]></description>
      <pubDate>Wed, 15 Aug 1979 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/87679</guid>
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