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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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    <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>
    <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>REPORT OF COMMITTEE ON COMPACTION OF SUBGRADES AND EMBANKMENTS</title>
      <link>https://trid.trb.org/View/122481</link>
      <description><![CDATA[RESULTS OF A QUESTIONNAIRE SURVEY CONDUCTED BY THE COMMITTEE ARE PRESENTED ON COMPACTION METHODS AND REQUIREMENTS, COMPACTION EQUIPMENT USED, INSPECTION METHODS AND TESTS, AND COST FOR BOTH EMBANKMENTS AND SUBGRADES. DATA ARE SPECIFICALLY DETAILED ON: (1) LAYER THICKNESS, EQUIPMENT, AND REQUIRED COMPACTION, AND (2) MOISTURE REQUIREMENT, COST OF COMPACTION, AND WATER. THESE DATA ARE PRESENTED IN TABLES. THE COMPACTION SURVEY REVEALED THAT THE REQUIREMENTS FOR SUBGRADE COMPACTION WAS THE SAME AS FOR EMBANKMENTS IN 30 STATES. TWENTY-FOUR STATES MADE NO SPECIFIC REQUIREMENTS AS TO THE DEPTH THE SUBGRADE IS TO BE COMPACTED. ONLY 11 STATES PAY FOR SUBGRADE COMPACTION. THE REMAINING STATES AND ORGANIZATIONS REQUIRE THAT THE COST BE INCLUDED IN THE UNIT PRICE BID FOR EXCAVATION. THE ASSEMBLED DATA SHOW THAT THE MOISTURE-DENSITY COMPACTION PROCEDURE IS USED BY 24 STATES, THE DISTRICT OF COLUMBIA, THE U.S. ENGINEERING DEPARTMENT AND THE NAVY DEPARTMENT. THE COMPACTION SURVEY ALSO INCLUDES DATA FIELD INSPECTION PERSONNEL, FIELD TESTING EQUIPMENT, AMOUNT OF FIELD TESTING, METHODS OF DETERMINING FIELD DENSITY AND MOISTURE, CONTEMPLATED CHANGES IN SPECIFICATIONS, AND PROCEDURES FOR DRYING OUT WET SOILS IN EMBANKMENT CONSTRUCTION.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:43:38 GMT</pubDate>
      <guid>https://trid.trb.org/View/122481</guid>
    </item>
    <item>
      <title>EFFECT OF SANDWICH LAYER SYSTEM OF PAVEMENT FOR SUBGRADES OF LOW BEARING CAPACITY BY MEANS OF SOIL CEMENT</title>
      <link>https://trid.trb.org/View/121774</link>
      <description><![CDATA[THE AUTHOR DESCRIBES THE SANDWICH LAYER SYSTEM, WHICH INVOLVES INCREASING THE RIGIDITY OF A PAVEMENT ON A SUBGRADE OF LOW BEARING CAPACITY BY PLACING A RELATIVELY RIGID LAYER DIRECTLY ON THE SUBGRADE. THE AUTHOR HAS FOUND SOIL CEMENT TO BE BEST SUITED FOR THE LOWER RIGID LAYER. IN THIS PAPER, THE AUTHOR IS CONCERNED WITH PAVEMENT DESIGN ON VOLCANIC ASH SOILS OF LOW BEARING CAPACITY. THE STUDY CONSISTS OF COMPARATIVE ELASTIC APPROXIMATIONS AND MODEL EXPERIMENTS OF BOTH STATIC AND DYNAMIC REPEATED LOADING ON BOTH THE CONVENTIONAL PROGRESSIVE LAYER SYSTEM AND THE SANDWICH LAYER SYSTEM. /AUTH/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:40:45 GMT</pubDate>
      <guid>https://trid.trb.org/View/121774</guid>
    </item>
    <item>
      <title>MEASUREMENT OF ELASTIC AND STRENGTH PROPERTIES OF CEMENTED MATERIALS IN ROAD BASES</title>
      <link>https://trid.trb.org/View/121701</link>
      <description><![CDATA[RESULTS ARE PRESENTED OF MEASUREMENTS OF THE DYNAMIC ELASTIC PROPERTIES AND THE COMPRESSIVE AND FLEXURAL STRENGTHS OF LABORATORY SPECIMENS OF CEMENTED MATERIALS OF THE TYPE USED IN ROAD BASES AND SUBBASES. A SURFACE WAVE PROPAGATION METHOD IS DESCRIBED FOR MEASURING THE IN SITU MODULUS OF ELASTICITY OF CEMENTED LAYERS OF A ROAD. ESTIMATES OF THE STRENGTH OF THE UNCRACKED MATERIALS ARE MADE FROM EMPIRICAL RELATIONS OF THE TYPE DISCUSSED. REPETITIVE MEASUREMENTS AT THE SURFACE OF A ROAD BY THE SURFACE-WAVE PROPAGATION METHOD TO STUDY THE CHANGES IN THE ELASTIC PROPERTIES OF CEMENTED BASES ARE DISCUSSED. THE INFLUENCE OF THE RESULTS OF THESE MEASUREMENTS ON DESIGN CRITERIA FOR CEMENTED LAYERS OF A ROAD IS DISCUSSED BRIEFLY. IT IS CONCLUDED THAT THE TECHNIQUE USED CAN PROVIDE INFORMATION ON TENSILE STRESSES DEVELOPED IN CEMENTED ROAD BASES AND CAUSED BY THE PASSAGE OF TRAFFIC. IT PERMITS AN ESTIMATE TO BE MADE AS TO WHETHER THE BASE WILL DEVELOP CRACKS FROM THESE STRESSES. THE STRONGER THE MATERIAL, THE GREATER IS THE DISTANCE BETWEEN CRACKS, BUT IN THE ABSENCE OF REINFORCEMENT THERE IS ALSO A TENDENCY FOR THE CRACKS TO WIDEN GIVING POOR TRANSFERENCE OF SHEAR STRESSES AND PRODUCING REFLECTION CRACKS IN THE SURFACING. THE WEAKER CEMENTED MATERIALS BREAK DOWN TO GIVE A MATERIAL HAVING AN ELASTIC MODULUS COMPARABLE TO THAT OF THE ORIGINAL UNBOUND COMPACTED MATERIAL.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:40:27 GMT</pubDate>
      <guid>https://trid.trb.org/View/121701</guid>
    </item>
    <item>
      <title>PLANNING OF PROJECTS - EARTHWORKS - RHODESIA</title>
      <link>https://trid.trb.org/View/118350</link>
      <description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description>
      <pubDate>Sun, 15 Aug 2004 01:53:16 GMT</pubDate>
      <guid>https://trid.trb.org/View/118350</guid>
    </item>
    <item>
      <title>THE PROPAGATION OF SH-WAVES IN IDEALIZED LAYERED PAVEMENTS, WITH CLOSURE</title>
      <link>https://trid.trb.org/View/103423</link>
      <description><![CDATA[THE PHASE VELOCITY OF HORIZONTALLY POLARIZED SHEAR WAVES GENERATED AND OBSERVED AT THE SURFACE OF A SUITABLE PAVEMENT IS DEPENDENT ON THE IMPOSED FREQUENCY. MATCHING THE OBSERVED VARIATION OF PHASE VELOCITY WITH FREQUENCY TO THEORETICAL RELATIONSHIPS IN COMPARABLE IDEALIZED STRUCTURES ENABLES SOME IN SITU MATERIAL AND STRUCTURAL PROPERTIES OF A PAVEMENT TO BE DEDUCED. THIS PAPER PRESENTS THE THEORETICAL PHASE VELOCITY-FREQUENCY RELATIONSHIPS FOR TWO AND THREE- LAYER PAVEMENT TYPE STRUCTURES. THESE RELATIONSHIPS MAY BE USED TO DEDUCE MATERIAL PROPERTIES. TO EASE THE TASK OF INTERPRETING FIELD OBSERVATIONS, EMPHASIS IS PLACED ON DESCRIBING THE PHYSICAL PROCESSES REPRESENTED BY THESE RELATIONSHIPS. /AUTHOR/]]></description>
      <pubDate>Thu, 29 Jul 2004 18:53:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/103423</guid>
    </item>
    <item>
      <title>DEVELOPING A STRUCTURAL DESIGN SYSTEM FOR ONTARIO PAVEMENTS</title>
      <link>https://trid.trb.org/View/62617</link>
      <description><![CDATA[This paper describes the applications of layered system analysis in designing Ontario pavements.  It was found that pavement responses, as predicted by the layered system analysis, could be closely related to observed behaviour and performance.  The analysis showed relationships existing between observed surface rut depth and vertical compressive strain on subgrade surface.  The measured Benkelman Beam rebounds and calculated subgrade surface deflections were also correlated.  Charts to predict pavement performane (i.e. serviceability - age history) for various peak Benkelman Beam rebounds were developed and equivalencies of various tyeps of Brampton base materials were derived based on a criterion of equal loss of serviceability.  The paper presents a structural design system for flexible pavements and discusses, through an example problem, how the design system is incorporated into the overall pavement management system in Ontario.]]></description>
      <pubDate>Wed, 31 May 2000 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/62617</guid>
    </item>
    <item>
      <title>TESTING PAVEMENTS IN SPAIN WITH AN MT-15 CURVOMETER</title>
      <link>https://trid.trb.org/View/485079</link>
      <description><![CDATA[Initially designed as equipment to receive pavements at the moment of their inauguration, the use of the MT-15 CURVOMETER has changed over the last several years.  It has become a piece of equipment used to test pavement for Spain Highway and Airport Network and a very appropriate tool for assessing the process of laying down the layers which make up the road surface on highways and airport runways.  The MT-15's ability to test even granular surfaces is enabling assessment of bearing capacities and layer homogeneity of pavements during their construction. As a result of this ability, compacting defects can be corrected before the top layer is even laid down, thereby improving pavement quality and reducing costs of expensive subsequent repairs.]]></description>
      <pubDate>Wed, 01 Jul 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/485079</guid>
    </item>
    <item>
      <title>ADVECTIVE-DIFFUSIVE CONTAMINANT MIGRATION IN UNSATURATED SAND AND GRAVEL</title>
      <link>https://trid.trb.org/View/469182</link>
      <description><![CDATA[The authors present a method for estimating the diffusion coefficients for chloride and sodium in unsaturated coarse sand and fine gravel.  The method is based on parameters derived from saturated diffusion tests conducted for similar material.  To test the method, the authors compare the observed and predicted diffusion profiles through unsaturated soil.  The method is a good predictor of the advective-diffusive migration of chloride and sodium through a two-layer soil system consisting of a compacted clayey silt underlain by an unsaturated fine gravel. The authors conclude that, over the range of conditions examined, existing solute transport theory along with the proposed procedure for estimating the unsaturated diffusion coefficients can adequately predict chloride and sodium diffusion through unsaturated coarse sand and fine gravel.  The theory and procedure can predict advective-diffusive transport through a compacted clayey layer and underlying unsaturated fine gravel as well.]]></description>
      <pubDate>Wed, 31 Dec 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/469182</guid>
    </item>
    <item>
      <title>LARGE MODEL SPREAD FOOTING LOAD TESTS ON GEOSYNTHETIC REINFORCED SOIL FOUNDATIONS</title>
      <link>https://trid.trb.org/View/469807</link>
      <description><![CDATA[The authors investigated the potential benefits of geosynthetic reinforced soil foundations using large-scale model footing load tests.  Thirty-four load tests were conducted to evaluate the effects of single and multiple geosynthetic reinforcement layers placed below shallow spread footings.  A stiff biaxial geogrid and a geocell were the two geosynthetics evaluated.  Parameters of the testing program included the number of reinforcement layers, spacing between reinforcement layers, the depth to the first reinforcement layer, plan area of the reinforcement, the type of reinforcement, and soil density.  Results of testing reveal that the use of geosynthetic reinforced soil foundations may increase the ultimate bearing capacity of shallow spread footings by a factor of 2.5.]]></description>
      <pubDate>Mon, 03 Feb 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/469807</guid>
    </item>
    <item>
      <title>EXPERIMENTAL AND NUMERICAL STUDIES OF SHEAR LAYERS IN GRANULAR SHEAR CELL</title>
      <link>https://trid.trb.org/View/458230</link>
      <description><![CDATA[The authors study--experimentally and numerically--the stability of a shear layer inside a granular material in a gravity field. A shear cell is constructed of transparent acrylic to visualize the motion of the granular material.  Two concentric cylinders containing layers of uniform spheres in the annular space between the cylinders comprise the shear cell. The shearing motion of the spheres results from the rotating bottom boundary of the cell. Friction of the cylinder walls resists the shear motion, thus producing a single shear layer adjacent to the bottom boundary, while the rest of the layers above move with constant speed as a solid body.  As the rotation speed of the bottom boundary increases, the two layers adjacent to the bottom boundary begin to shear.  This shearing zone rapidly thickens and dilates as the rotational speed increases. The transition of this shear motion from a single to multiple layers of shearing is examined by video recording. The start of the transition is dependent on the material properties and the number of layers overlaying the shear layer.  A one-dimensional numerical model is constructed to better understand this transitional phenomenon.]]></description>
      <pubDate>Sun, 24 Mar 1996 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/458230</guid>
    </item>
    <item>
      <title>HDPE GEOMEMBRANE/GEOTEXTILE INTERFACE SHEAR STRENGTH</title>
      <link>https://trid.trb.org/View/458243</link>
      <description><![CDATA[The authors of this paper conducted torsional ring shear tests on interfaces consisting of high-density polyethylene (HDPE) geomembranes/nonwoven geotextiles and a drainage geocomposite. To study the effect of geomembrane texturing on interface shear resistance, four textured geomembranes with three different manufacturing techniques were employed.  Also, the effects of geotextile fiber type, fabric style, polymer composition, calendaring, and mass per unit area on textured HDPE geomembrane interface strengths were examined.  The textured HDPE geomembrane/nonwoven geotextile and drainage geocomposite interfaces displayed a large postpeak strength loss.  This strength loss was attributed to pulling out or tearing of filaments from the nonwoven geotextile and orienting them parallel to shear, and polishing of the texturing on the geomembrane.  Damage to or removal of the texturing on the geomembrane surface accounted for strength loss at high normal stresses.]]></description>
      <pubDate>Sun, 24 Mar 1996 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/458243</guid>
    </item>
    <item>
      <title>PUERTO RICO ROAD TAMES GEOLOGY</title>
      <link>https://trid.trb.org/View/452432</link>
      <description><![CDATA[A 56-km (35-mi) two-lane road project in rural Puerto Rico, which connects Ponce and Arecibo, was derailed when officials learned that a planned section was designed over 12 unpluggable sinkholes and across an active landslide area.  This article describes the geologic problems and the innovative solutions necessary to complete the highway.  Completion is scheduled for late 1996.]]></description>
      <pubDate>Wed, 27 Dec 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/452432</guid>
    </item>
    <item>
      <title>MECHANISTIC EVALUATION OF SATURATED BASES UNDER CONCRETE PAVEMENTS</title>
      <link>https://trid.trb.org/View/451521</link>
      <description><![CDATA[The response of concrete pavements overlying a multilayer soil system is predicted via a new mechanistic method.  The method utilizes a finite-element discretization of a concrete slab and a variable foundation support that depends on the nonlinear resilient moduli of the underlying soil layers.  Excess pore-water pressure in saturated granular layers and the corresponding loss of foundation support under the pavement structure is considered in this method.  In an application of the proposed method, the behavior of a concrete pavement supported by granular bases over a soft clay layer was investigated.  Moist compacted and saturated conditions were observed for typical dense-graded and open-graded unbound granular bases.  Pavement deflections, stresses, excess pore pressure, and compression settlement associated with pore-pressure dissipation, under various support conditions, were evaluated and compared.]]></description>
      <pubDate>Thu, 26 Oct 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/451521</guid>
    </item>
    <item>
      <title>RECOVERY LENGTH IN MULTILAYERED SPIRAL STRANDS</title>
      <link>https://trid.trb.org/View/426341</link>
      <description><![CDATA[This technical paper provides insight into the recovery length phenomenon in axially preloaded multilayered spiral strands. Recovery length is defined as the length measure from the fractured end of the wire, in which the wire will be able to carry its appropriate share of the axial load.  Numerical data on realistic spiral strand constructions indicate that the recovery length in different layers is a weak function of the mean axial load on the cable.  The primary parameter determining the magnitude of the recovery length of various layers in multilayered spiral strands is the lay angle.  The authors propose a straightforward method for determining variations of recovery length with lay angle in any layer of any spiral strand construction.  Using such estimates of recovery length, a minimum length of test specimens of approximately 10 lay lengths is suggested for spiral strands.]]></description>
      <pubDate>Mon, 03 Jul 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/426341</guid>
    </item>
    <item>
      <title>BEARING CAPACITY OF RECTANGULAR FOOTINGS ON GEOGRID-REINFORCED SAND</title>
      <link>https://trid.trb.org/View/415702</link>
      <description><![CDATA[Laboratory model tests and finite-element analyses were part of a study to investigate the bearing capacity of rectangular footings on geogrid-reinforced sand.  The authors investigated the effects of the depth to the first layer of reinforcement, vertical spacing of reinforcement layers, number of reinforcement layers, and the size of reinforcement sheet on the bearing capacity. Both experimental and analytical studies revealed an optimum reinforcement embedment depth at which the bearing capacity was the highest when single-layer reinforcement was used.  Optimum reinforcement spacing for multi-layer reinforced sand was apparent as well.  The bearing capacity of reinforced sand was found to increase with reinforcement layer number and reinforcement size when the reinforcement was placed within a certain effective zone.  Analysis also revealed that increasing reinforcement stiffness beyond a certain value did not increase the bearing capacity.]]></description>
      <pubDate>Thu, 30 Mar 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/415702</guid>
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