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    <title>Transport Research International Documentation (TRID)</title>
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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>Post Construction Evaluation of U.S. 77 Kenedy County Sulfur-Asphalt-Sand Pavement Test Sections: Interim Report No. 1</title>
      <link>https://trid.trb.org/View/2566955</link>
      <description><![CDATA[During the month of April 1977, a 3000 lineal foot section of road way being constructed on U.S. 77 in Kenedy County, Texas was set aside for a demonstration test of sand-asphalt-sulfur pavement sections. This report documents the post-construction testing and evaluation of the sand-asphalt-sulfur experimental test section located on U.S. 77 in Kenedy County, Texas, in District 21 of the Texas State Department of Highways and Public Transportation.]]></description>
      <pubDate>Tue, 08 Jul 2025 13:38:40 GMT</pubDate>
      <guid>https://trid.trb.org/View/2566955</guid>
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    <item>
      <title>Reflective cracking reduction by a comparison between modifying asphalt overlay and sand asphalt interlayer: an experimental evaluation</title>
      <link>https://trid.trb.org/View/1764346</link>
      <description><![CDATA[Reflective cracking is a frequent type of distress in asphalt concrete (AC) pavements that decreases pavement service life in a newly constructed AC overlay. In this study, natural zeolite and hydrated lime were added to crumb rubber modified (CRM) asphalt binder in order to assess their effects on reducing propagation of reflective cracks in composite pavements. CRM asphalt binder containing these additives was used in both AC overlay and sand asphalt interlayer to investigate crack propagation in the composite specimen under dynamic cyclic loading. The results show that asphalt interlayer modification is more effective than AC overlay modification (using CRM binders containing additives) in controlling reflective cracks. In other words, sand asphalt interlayer modification is more capable of absorbing the energy of crack propagation and, consequently, delaying the crack propagation. The results also indicated that simultaneous modification of both the interlayer and overlay significantly decreases reflective cracking potential. With respect to the significant role of additive type in crack propagation delaying, the results show that CRM binders containing natural zeolite are more efficient in crack mitigation compared to CRM binders containing hydrated lime.]]></description>
      <pubDate>Sat, 27 Mar 2021 20:30:20 GMT</pubDate>
      <guid>https://trid.trb.org/View/1764346</guid>
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    <item>
      <title>Strain Sweep Fatigue Testing of Sand Asphalt Mortar to Investigate the Effects of Sample Geometry, Binder Film Thickness, and Testing Temperature</title>
      <link>https://trid.trb.org/View/1759261</link>
      <description><![CDATA[This study evaluated the viscoelastic fatigue behavior of binder using strain sweep fatigue testing of cylindrical sand asphalt mortar (SAM) samples. The SAM samples can represent the realistic film thickness (such as 10–70?µm thick) of the binder in mixtures, while testing repeatability-efficiency can still be met as a result of the use of a standard sand as a load carrier between binder films. A proper testing protocol is still under development, and one of the unknowns in the field is a set of testing conditions that can provide repeatable and case-sensitive test results. Toward that end, SAM samples with different dosages of binder in three geometries were tested at varying temperatures in this study. A PG 64-34 binder was used, and a strain sweep test using a dynamic shear rheometer was conducted to compare the test results from the different cases. Four parameters resulting from the SAM testing were examined: two accounting for material linear viscoelastic behavior and two accounting for fatigue damage characteristics. The parameters were incorporated with statistical analyses to quantitatively evaluate data variability and sensitivity influenced by the binder film thickness, SAM specimen geometry, and testing temperature. The coefficient of variation was less than 20% for all the cases, which indicated the validity of the SAM method attempted in this study. Results also indicated that fatigue behavior was independent of the SAM geometries used in this study, while binder film thickness and testing temperature significantly affected test results.]]></description>
      <pubDate>Thu, 04 Feb 2021 10:57:26 GMT</pubDate>
      <guid>https://trid.trb.org/View/1759261</guid>
    </item>
    <item>
      <title>Study on Creep Behavior Of Asphalt Mixture Based on Discrete Element Method</title>
      <link>https://trid.trb.org/View/1742012</link>
      <description><![CDATA[A three-dimensional (3D) microstructure-based discrete element (DE) model was developed to study the creep behaviour of high viscoelastic asphalt sand (HVAS) with the uniaxial compression creep tests. The three-point bending creep tests of asphalt mortar were carried out in order to obtain the parameters of the Burger model, to determine the transformation method of macroscopic parameters and microscopic parameters of the model in theory, to obtain the parameters used in the discrete element model, and then establish the discrete element analysis model for the asphalt mixture. A 3D-DE digital specimen was composed of coarse aggregates, asphalt mortar and air voids, which could also take gradation, irregular shape, random distribution of aggregate and air voids into consideration, and the boundary conditions of the model were set through the simulation of the uniaxial compression creep tests. An accurate and extensive mapping model of HVAS was built by 3D-PFC (Particle Flow Code), which can provide a simple alternative to the laboratory tests. This method can simulate a series of numerical examples based on different stress levels, coarse aggregate homogenizations, mortar homogenizations and temperatures in a single factor method. Comparison of results of laboratory and numerical tests shows that the 3D-PFC-viscoelastic model can reflect the creep mechanical behaviour of asphalt mixture accurately. It provides the theoretical basis and auxiliary means for analysing the mechanical properties of asphalt mixtures using PFC software. The research on creep behaviour of the asphalt mixture by numerical simulation opens up a new way for the research on creep behaviour of the asphalt mixture, it is of considerable theoretical value and has broad application prospects.]]></description>
      <pubDate>Tue, 27 Oct 2020 12:23:05 GMT</pubDate>
      <guid>https://trid.trb.org/View/1742012</guid>
    </item>
    <item>
      <title>Fatigue characterization of binder with aging in two length scales: sand asphalt mortar and parallel plate binder film</title>
      <link>https://trid.trb.org/View/1671773</link>
      <description><![CDATA[Fatigue-cracking resistance of asphaltic materials and flexible pavements is strongly related to the properties of the binder under aging and its interaction with aggregate particles, which are small-scale physical-mechanical characteristics of components. Currently, there are binder test methods including the AASHTO TP 101 that are widely used to evaluate fatigue characteristics of asphalt binder. Despite the scientific leap for predicting and characterizing binder fatigue behavior in pavements, there are opportunities to better mimic the true state of the binder subjected to fatigue loading in pavements. This study attempted fatigue damage characterization using sand asphalt mortar (SAM) specimens, which are anticipated to better represent the realistic geometry (such as micrometer thick film) of binder in mixtures than typical binder fatigue tests that use 2-mm thick parallel plate specimens, while testing repeatability-efficiency can still be met due to the use of standard Ottawa sands as a load carrier between binder films. Multiple fatigue-related tests (i.e., time sweep and amplitude sweep) were conducted on both 2-mm thick binder specimens and SAM specimens by varying the level of aging to investigate the effects of binder length scale and aging on fatigue cracking behavior. The laboratory procedure to fabricate SAM specimens was presented with the testing repeatability, which supports the validity of the method. It was observed from the fatigue testing results that SAM testing could capture the microcracking and macrocracking phases more distinctively and sensitively than conventional binder fatigue testing, particularly with the influence of aging. These test results and findings imply that the SAM can be considered a proper solid phase to evaluate the properties and damage characteristics of binders and mastics under various conditions.]]></description>
      <pubDate>Thu, 26 Dec 2019 16:04:02 GMT</pubDate>
      <guid>https://trid.trb.org/View/1671773</guid>
    </item>
    <item>
      <title>Investigation of Sand Mixture Interlayer Reducing the Thermal Constraint Strain in Asphalt Concrete Overlay</title>
      <link>https://trid.trb.org/View/1588046</link>
      <description><![CDATA[Semi-rigid base material is widely used because of its lower costs, yet the issue of the incompatibility of cement materials and asphalt materials in the semi-rigid-base asphalt pavement is particularly significant in cold regions. This study examined and quantified the benefits of adding sand mixture interlayer to the semi-rigid base of the asphalt pavement to reduce the thermal-constraint strain of the asphalt concrete overlay with thermal loading. For the two-layer system, the restraint coefficient of the layer structure and interlaminar shear coefficient were calculated on the principles of thermoelasticity theory. For the three-layer structure with sand-mixture interlayer, constraint strains in the interface were determined on pairwise comparison. Results indicate a significant reduction in the constraint-strain of the asphalt concrete overlay and base layer of the three-layer structure. And the constraint-strains of the asphalt concrete overlay of the three-layer structure are nearly identical to samples of the two-layer system with asphalt-treated base. The essential parameters obtained during the calculation are used as the verification calculation of pavement structure design in cold regions.]]></description>
      <pubDate>Thu, 18 Apr 2019 11:04:27 GMT</pubDate>
      <guid>https://trid.trb.org/View/1588046</guid>
    </item>
    <item>
      <title>Marine Pipeline Protection with Flexible Mattress</title>
      <link>https://trid.trb.org/View/1390490</link>
      <description><![CDATA[Development of oil and gas fields offshore presents new problems in the design of the civil engineering works since in many cases little is known about prevailing conditions on the bed of the sea over the considerable lengths involved. Movement of pipelines after construction, is, therefore, not uncommon and may result in the failure of the line. Consequent losses can be considerable. Pipelines are also vulnerable to mechanical damage by anchors and by fishing activities, the latter giving rise to political problems where the pipelines are laid across existing fishing grounds. To give protection to oil and gas pipelines as well as to marine outfalls and cables a method of protection has been developed using the well known concept of rock filled wire mesh or gabions. To adapt this method to use in underwater works another well proven material, sand mastic asphalt, has been combined with the gabion mattresses to give the required qualities of strength, durability, flexibility together with sufficient weight to restrain movement in the pipeline.]]></description>
      <pubDate>Fri, 26 Feb 2016 09:18:41 GMT</pubDate>
      <guid>https://trid.trb.org/View/1390490</guid>
    </item>
    <item>
      <title>Pavement Research at the Washington State University Test Track. Volume 4, Experimental Ring No. 4: A Study of Untreated, Sand Asphalt, and Asphalt Concrete Bases</title>
      <link>https://trid.trb.org/View/1372774</link>
      <description><![CDATA[Three different kinds of base material of varying base thicknesses were tested at the Washington State University Test Track on Ring #4 during the fall of 1968 and the spring of 1969. Twelve 18-ft test sections consisting of 4.5, 7.0, 9.5, and 12 in. of untreated crushed rock surfacing top course base; 2.0, 4.0, 6.0 and 8.0 in. of sand-asphalt base; and 0.0, 2.0, 3.5 and 5.0 in. of Class "F" asphalt concrete base, covered by a uniform 3.0-in. thick Class "B" asphalt concrete wearing course were tested during this period. The pavement structure was built on a clay-silt subgrade soil. Instrumentation consisted of moisture tensiometers, strain gages, pressure cells, Linear Variable Differential Transformer (LVDT) gages and thermocouples for measuring moisture, strain, stress, dynamic deflections and temperatures. Benkelman beam readings were taken. The testing revealed that the fall failure modes were different from the spring failures. The fall failure pattern started from transverse cracks in the thin sections which developed into alligator cracking patterns. These cracks appeared after a period of cold weather and heavy rains followed by a warming trend. Thermal and mechanical loads in conjunction with adverse environmental conditions during construction and prior to and during the fall testing period were believed to be responsible for the early fall failures on the thin sections. The spring failures were very rapid and sudden and were due to environmental factors which led to highly saturated subgrade, thus resulting in poor bearing capacity. Punching shear was the failure mode. The thickest sections survived without cracks but developed severe rutting. Comparison of the results with those obtained from Rings #3 and #4 show that they were similar in many respects. This indicates that the test track is capable of replicating results and is a reliable research instrument. Equivalencies were developed for the different materials. On this basis the Class "F" asphalt concrete base was superior to the sand-asphalt and untreated crushed rock bases i that order. Maximum values for static and dynamic deflections, strains and stresses for different times and temperatures were developed. The lateral position of the dual tires with respect to the gage severely affected the strain, stress and deflection values. Temperature also caused variations in the measurements. Spring instrument readings for static and dynamic deflections, strain ad stress show values as much as 2 to 4 times those obtained in the fall. Spring subgrade conditions probably were responsible for these differences. Ring #4 series operational time was half that of Ring #3 and about the same as Ring #2. Ring #4 sustained about a quarter of the wheel load applications of Ring #3. Construction and testing environmental conditions were inferior to those for Ring #3, although they were similar for Ring #2 and hence contributed to the lower test period. This points out that environmental factors are very important in pavement life.]]></description>
      <pubDate>Mon, 02 Nov 2015 15:17:06 GMT</pubDate>
      <guid>https://trid.trb.org/View/1372774</guid>
    </item>
    <item>
      <title>Evaluation of Nontraditionally Surfaced Airfield Pavements</title>
      <link>https://trid.trb.org/View/1356770</link>
      <description><![CDATA[The U.S. military typically operates its aircraft on traditionally surfaced pavements such as Portland cement concrete (PCC) or asphalt concrete (AC), for which there are well-established methodologies for evaluating their surface conditions and structural performance. There is, however, a lack of pavement evaluation guidance for nontraditionally surfaced airfield pavements that may be encountered around the world. Aircraft operations, such as training exercises, humanitarian relief missions, or personnel evacuations may be conducted in remote regions of developing countries where access to traditionally paved airfield infrastructure meeting International Civil Aviation Organization standards is not available. Nontraditionally surfaced airfield pavements of particular interest include those with wearing surfaces comprised of sand asphalt, penetration macadam, bituminous surface treatments (applied over prepared bases), and stabilized soils/aggregates. These pavement types may be encountered in regions where airfield quality AC or PCC are either not readily available or they are too cost-, labor-, or equipment-intensive to use. Additionally, these surface types may have been used at airfields designed to support lighter aircraft with fewer operations. This paper presents evaluation procedures for predicting the performance of these pavement types for aircraft. The identification of key surface distresses and recommendations for the visual and structural assessment of each pavement type are also presented. Recommendations for improving the evaluation procedure through field verification tests are discussed.]]></description>
      <pubDate>Mon, 29 Jun 2015 15:52:08 GMT</pubDate>
      <guid>https://trid.trb.org/View/1356770</guid>
    </item>
    <item>
      <title>Methodology to characterise non-standard asphalt materials using DMA testing: application to natural asphalt mixtures</title>
      <link>https://trid.trb.org/View/1328456</link>
      <description><![CDATA[The continuous rise in the cost of refined asphalt binders has increased the need for alternative road materials. Natural sand–asphalt mixtures, which have been already used in the construction of flexible pavements, constitute a promising non-standard asphalt material. Unfortunately, most of these mixtures have not been fully characterised or have been characterised using techniques that are unable to predict their performance. This paper proposes the application of the dynamic mechanical analyser (DMA) test to determine viscoelastic material properties of natural asphalt mixtures. The technique is also recommended to evaluate the mechanical deterioration of these materials and the impact of relevant construction factors, such as a compaction temperature, on their mechanical performance. Experimental results of applying DMA testing on a natural sand–asphalt mixture corroborated that this method provides reliable information to support decision-making processes regarding the responsible use of these mixtures in road infrastructure projects.]]></description>
      <pubDate>Mon, 24 Nov 2014 15:13:43 GMT</pubDate>
      <guid>https://trid.trb.org/View/1328456</guid>
    </item>
    <item>
      <title>Viscoelastic Constitutive Equation for Sand-Asphalt Mixtures</title>
      <link>https://trid.trb.org/View/1313229</link>
      <description><![CDATA[No abstract available.]]></description>
      <pubDate>Mon, 30 Jun 2014 15:43:23 GMT</pubDate>
      <guid>https://trid.trb.org/View/1313229</guid>
    </item>
    <item>
      <title>Deformation and Volume Change Characteristics of A Sand-Asphalt Mixture Under Constant Direct and Triaxial Compressive Stresses</title>
      <link>https://trid.trb.org/View/1308177</link>
      <description><![CDATA[No abstract available.]]></description>
      <pubDate>Wed, 07 May 2014 11:23:13 GMT</pubDate>
      <guid>https://trid.trb.org/View/1308177</guid>
    </item>
    <item>
      <title>Influence of Voids, Bitumen and Filler Contents on Permeability of Sand-Asphalt Mixtures</title>
      <link>https://trid.trb.org/View/1287067</link>
      <description><![CDATA[No abstract]]></description>
      <pubDate>Mon, 27 Jan 2014 10:06:25 GMT</pubDate>
      <guid>https://trid.trb.org/View/1287067</guid>
    </item>
    <item>
      <title>Prediction Method of Long-Term Mechanical Behavior of Largely Deformed Sand Asphalt with Constant Loading Creep Tests</title>
      <link>https://trid.trb.org/View/1225944</link>
      <description><![CDATA[Because of large pronounced deformation in the compressive creep process of soft sand asphalt, it is necessary that both the true stress and true strain are measured. Accordingly, instead of fictitious creep compliance (FCC), true creep compliance (TCC) relating the true strain to the true stress is used to characterize the viscoelastic properties of sand asphalt in this paper. The relationship between TCC and FCC is described by a second-kind Volterra integral equation (VIE). A prediction method of long-term mechanical behavior of largely deformed sand asphalt with constant loading creep tests is proposed. In this method, the FCC master curves are constructed based on the time-temperature superposition principle, and then the linear VIE from the FCC to the TCC is solved with the collocation method, and the nonlinear VIE from the TCC to the FCC is solved with an iterative formula. Unconstrained compressive creep tests for 3,600 s were conducted on sand asphalt mixture samples in various temperature and nominal stress conditions. As an application example, the long-term creep behavior of sand asphalt at the given reference temperature is predicted with the proposed method.]]></description>
      <pubDate>Thu, 17 Jan 2013 13:47:56 GMT</pubDate>
      <guid>https://trid.trb.org/View/1225944</guid>
    </item>
    <item>
      <title>The Rheological Characteristics of a Sand-Asphalt Mixture : Technical Paper</title>
      <link>https://trid.trb.org/View/1219390</link>
      <description><![CDATA[The investigation being reported in this paper initially was conceived to use a Burgers model analysis on the data collected by loading a bituminous specimen with a static load.  This analysis became rather complex and it was decided, instead, to analyze the data collected on the basis of the plastic or viscous deformation-time relationship for the applied loads and the rebound associated with the removal of the applied load.]]></description>
      <pubDate>Fri, 30 Nov 2012 08:56:11 GMT</pubDate>
      <guid>https://trid.trb.org/View/1219390</guid>
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