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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>
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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>Effects Evaluation of Grass Age on Hydraulic Properties of Coarse-Grained Soil</title>
      <link>https://trid.trb.org/View/1718577</link>
      <description><![CDATA[This study investigates the effects of grass age on hydraulic properties of coarse-grained volcanic soil, namely: Komaoka soil. The soil-water characteristic curves (SWCC), unsaturated coefficient of permeability, outflow, runoff, and the variations in volumetric water content/matric suction under different rainfall intensities varying from 15, 30, 60, to 120 mm/h are measured by carrying out column tests. In addition, permeability tests are performed to determine the saturated coefficients of permeability of bare soil and grassed soils. In these tests, grassed soils with grass ages varying from 1 to 6 months are used to study the influence of root volume ratio on the hydraulic properties. The experimental results reveal that the grass age has an influence on the hydraulic properties of Komaoka soil. At the same volumetric water content, grassed soil with higher grass age has higher matric suction. Both saturated and unsaturated coefficient of permeability are significantly reduced with the increase in the grass age. Moreover, there is a decrease in the outflow and an increase in the runoff for grassed soil with higher grass age. Matric suction decreases later in grassed soil than that of bare soil under rainfall events. The higher the grass age, the longer time is taken to observe the change in matric suction. However, the matric suction of grassed soil is dramatically reduced while there is a gradual decrease in matric suction of bare soil. Furthermore, even though the matric suctions remain constant at somewhere in the vicinity of 2 kPa under long and intense rainfall events, higher volumetric water contents are recorded for grassed soil with higher age. The new model is proposed to estimate the unsaturated coefficient of permeability of coarse-grained soil due to the effects of grass roots. The good agreement between estimations and experimental results shows that the proposed model is useful to capture the decrease in unsaturated coefficient of permeability of grassed soil.]]></description>
      <pubDate>Mon, 17 Aug 2020 09:38:16 GMT</pubDate>
      <guid>https://trid.trb.org/View/1718577</guid>
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    <item>
      <title>The Small-Strain Shear Modulus and Damping Ratio of Quartz and Volcanic Sands</title>
      <link>https://trid.trb.org/View/1246482</link>
      <description><![CDATA[The dynamic properties of soils in the region of very small strains are essential for any seismic design. This paper aims to investigate the dynamic small-strain shear modulus (GO) and damping ratio (DO) of reconstituted dry sands of variable mineralogy, shape, and grain-size distribution. In particular, the low-amplitude torsional resonant column test results of 31 specimens are synthesized, 19 specimens of natural and quarry sands predominately composed of quartz particles, and 12 specimens of volcanic sands composed of rhyolitic glassy rock of porous particles. It is concluded that the volcanic sands exhibit significantly lower GO values and slightly lower DO values in comparison to the quartz ones whilst the response of the quartz sands is significantly affected by the shape of the particles. The differences in the observed responses between quartz and volcanic sands are partially attributed to the variability in particles density, morphology, and mineralogy, as well as the higher void ratio and the lower dry density that the volcanic sands exhibit in comparison to the quartz ones. Overall, the effects of the mean effective confining pressure, the void ratio, and the grain-size distribution on the dynamic response of the volcanic soils follow a similar trend as in the quartz sands. Using the general form of available relationships presented in the literature, and after modifying the “constant” parameters, appropriate equations, stemming from the low-amplitude resonant column data test, are proposed that may be used for the estimation of the small-strain shear modulus and damping ratio separately for natural quartz sands, quarry quartz sands, and volcanic granular soils.]]></description>
      <pubDate>Mon, 01 Apr 2013 10:49:36 GMT</pubDate>
      <guid>https://trid.trb.org/View/1246482</guid>
    </item>
    <item>
      <title>Stability Evaluation of Soft Cliff Subjected to Wave Erosion</title>
      <link>https://trid.trb.org/View/1244103</link>
      <description><![CDATA[Frequent slumping and landslip of soft cliffs formed from glacial and volcanic sediments, etc., which have the tendency to change rapidly, have been reported in the United Kingdom, the United States, Canada and Japan. In particular, slumping (or slope failure) of coastal soft cliff located on the Route 335 has been reported in Hokkaido, Japan. Owing to those events, traffic regulations have been occasionally performed for this area. This paper aims at clarifying failure mechanisms of coastal soft cliff and proposing a method of stability evaluation. Series of 1 g model and centrifuge tests to grasp the feature of slope failure due to wave erosion were conducted on the model cliff having the corresponding strength with that of soft cliff. In this study, the effects of mechanical properties (the height, the angle and fabric anisotropy of slope) on failure mechanism for short-term events such as storms were investigated. From model test results, it was found that slope failure was affected by geotechnical strength of cliff, wave height and the number of wave cycles. In the consideration of test results, prediction methods on the failure were discussed in detail.]]></description>
      <pubDate>Thu, 21 Feb 2013 09:11:39 GMT</pubDate>
      <guid>https://trid.trb.org/View/1244103</guid>
    </item>
    <item>
      <title>Sulfuric Acid Resistance of Belite-Based Cement Concrete Mixed with GGBFS</title>
      <link>https://trid.trb.org/View/1197691</link>
      <description><![CDATA[When a concrete structure is built on the acid sulfate soils found around volcanic zones, the concrete may be deteriorated due to chemical attack. In this study, the sulfuric acid resistance of belite-based concrete with ground granulated blast-furnace slag was examined by immersion test in sulfuric acid to improve the sulfuric acid resistance of concrete structures built on the sulfuric acid soils. The results showed that the degree of erosion due to sulfuric acid attack varied by the concentration of the sulfuric acid, and that erosion of concrete due to sulfuric acid attack could be controlled by using these binders.]]></description>
      <pubDate>Mon, 27 Aug 2012 09:04:54 GMT</pubDate>
      <guid>https://trid.trb.org/View/1197691</guid>
    </item>
    <item>
      <title>VOLCANIC CINDERS SUITABLE FOR USE IN BASE COURSE CONSTRUCTION</title>
      <link>https://trid.trb.org/View/122008</link>
      <description><![CDATA[VOLCANIC CINDERS, A FRAGMENTAL ASH DEPOSITED AS A RESULT OF VOLCANIC ERUPTIONS, HAS BEEN USED FOR MANY YEARS IN CONSTRUCTING AND MAINTAINING LOCAL EARTH ROADS. RECENTLY IT HAS BEEN USED IN THE CONSTRUCTION OF ROAD SURFACES, BASE COURSES, AND SUBBASES ON STATE HIGHWAY SYSTEMS. A SURVEY WAS RECENTLY MADE TO OBTAIN INFORMATION ON THE SERVICE BEHAVIOR OF VOLCANIC CINDER ROADS IN ARIZONA AND TO CORRELATE THE ROAD CONDITION WITH THE PHYSICAL CHARACTERISTICS OF THE CINDERS AS DETERMINED BY LABORATORY TESTS. LABORATORY AND CIRCULAR TRACK TESTS WERE MADE ON CINDERS FROM FIVE SOURCES IN ARIZONA AND ON 'TUFA' GRAVEL. THE RESULTS OF THESE STUDIES DISCLOSE THAT VOLCANIC CINDERS WILL PROVE SATISFACTORY FOR USE AS BASE COURSES FOR THIN BITUMINOUS SURFACE TREATMENTS IF THEY MEET, WITH CERTAIN MODIFICATIONS, THE REQUIREMENTS OF A.A.S.H.O. SPECIFICATION M-56-38 FOR TYPE C STABILIZED BASE-COURSE MATERIALS. EVEN THOUGH THE MOST SATISFACTORY CINDERS ARE NONPLASTIC, ADEQUATE COMPACTION AND DENSITY OF BASE COURSES CAN BE OBTAINED BY THE JUDICIOUS USE OF WATER DURING ROLLING. 'TUFA' GRAVEL WAS NOT SATISFACTORY AS A BASE COURSE BECAUSE OF AN EXCESS OF FINE-SIZE MATERIAL. 'TUFA' GRAVEL WITH A COARSER GRADATION WOULD PROBABLY SERVE SATISFACTORILY AS A BASE MATERIAL. THE INVESTIGATION PROVIDED A DIRECT CORRELATION BETWEEN CIRCULAR TRACK TESTS AND FIELD SERVICE BEHAVIOR. IT ESTABLISHED THE FACT THAT SUITABLE BASE-COURSE MATERIALS WILL WITHSTAND CONCENTRATED TRAFFIC IN THE CIRCULAR TRACK WITH WATER 2 1/2 INCHES ABOVE THE TOP OF THE SUBBASE BUT THAT WATER 4 1/2 INCHES ABOVE THE TOP OF THE SUBBASE PROVIDES A CONDITION MORE SEVERE THAN CAN REASONABLY BE EXPECTED UNDER NORMAL SERVICE CONDITIONS. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:42 GMT</pubDate>
      <guid>https://trid.trb.org/View/122008</guid>
    </item>
    <item>
      <title>CLASSIFICATION OF VOLCANIC SOILS FOR ROADMAKING</title>
      <link>https://trid.trb.org/View/119005</link>
      <description><![CDATA[THE RECENT ASH SOILS OF NEW ZEALAND COVER EXTENSIVE AREAS AND HAVE UNUSUAL PROPERTIES. BECAUSE OF A DEARTH OF ROAD METAL, THE SHOWER MATERIAL ITSELF MUST IN SOME INSTANCES BE USED FOR PAVEMENT CONSTRUCTION. THE FIRST PART OF THIS PAPER DESCRIBES HOW CLASSIFICATION OF SOILS BY SHOWERS, AND THE SYSTEMATIC TABULATION OF THE RESULTS OF SOIL SURVEYS, PAVEMENT INVESTIGATIONS, AND FIELD CONTROL TESTING, ARE USED TO DEVELOP DESIGN CRITERIA AND TO PRODUCE SUMMARIZING CHARTS AND REPORTS FOR EACH SOIL. IN THE SECOND PART OF THE PAPER THE UNUSUAL PROPERTIES AND THE PROBLEMS ENCOUNTERED IN TESTING AND CONSTRUCTION ARE DISCUSSED. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:09:53 GMT</pubDate>
      <guid>https://trid.trb.org/View/119005</guid>
    </item>
    <item>
      <title>STATISTICAL ANALYSIS OF DENSITY TESTS</title>
      <link>https://trid.trb.org/View/118474</link>
      <description><![CDATA[THE PRINCIPLES OF STATISTICAL ANALYSIS ARE EXPLAINED AND USED TO MAKE A COMPARISON OF THE RELATIVE EFFECTIVENESS OF DIFFERENT TESTING AND COMPACTION METHODS FOR VARIOUS TYPES OF SUBGRADE AND BASE COURSE MATERIALS FOR ROADWAY WORK. THE NUCLEAR AND CONVENTIONAL DENSITY TESTING METHODS ARE COMPARED. THE COMPACTION OBTAINED BY SHEEPSFOOT ROLLERS, PNEUMATIC-TIRED CONSTRUCTION TRAFFIC, AND HAND OPERATED VIBRATORY-IMPACT EQUIPMENT IS ANALYZED AND COMPARED STATISTICALLY FOR VOLCANIC TUFF SUBGRADES AND VARIABLE SOIL TYPE SUBGRADES. IN THE LIGHT OF THE NORMAL DISTRIBUTION THEORY, THE MINIMUM DENSITY REQUIREMENT FOUND IN MOST SPECIFICATIONS IS SEEN TO BE UNREALISTIC. STATISTICAL ANALYSIS OF EARTHWORK CAN ALSO BE USED AS A TOOL IN KEEPING CONSTRUCTION CONTROL CHARTS TO ACHIEVE BETTER PRODUCT OR QUALITY CONTROL. /ASCE/]]></description>
      <pubDate>Sun, 15 Aug 2004 01:56:19 GMT</pubDate>
      <guid>https://trid.trb.org/View/118474</guid>
    </item>
    <item>
      <title>INFLUENCE OF STRESS STATE ON SOIL-WATER CHARACTERISTICS AND SLOPE STABILITY</title>
      <link>https://trid.trb.org/View/639390</link>
      <description><![CDATA[A soil-water characteristic curve defines the relationship between the soil (matric) suction and either the water content or the degree of saturation.  Physically, this soil-water characteristic is a measure of the water storage capacity of the soil for a given soil suction.  Conventionally, the soil-water characteristic curves (SWCCs) are determined in the laboratory using a pressure plate apparatus in which vertical or confining stress cannot be applied.  For investigating the influence of the stress state on the soil-water characteristics, a new stress controllable pressure plate apparatus has been developed. Effects of K sub 0 stress conditions on the SWCCs of an undisturbed volcanic soil in Hong Kong are determined and illustrated.  The net normal stresses considered in the apparatus are 40 kPa and 80 kPa, which are appropriate for many slope failures in Hong Kong. Experimental results show that the soil-water characteristic of the soil specimens is strongly dependent on the confining stress. Numerical analyses of transient seepage in unsaturated soil slopes using the measured stress-dependent soil-water characteristic curves predict that the distributions of pore-water pressure can be significantly different from those predicted by the analyses using the conventional drying SWCC. For the cut slope and the rainfall considered, the former analyses predicted a considerably lower factor of safety than that by the latter analyses.  These results suggest that wetting stress-dependent soil-water characteristic curves should be considered for better and safer assessment of slope instability.]]></description>
      <pubDate>Wed, 23 Feb 2000 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/639390</guid>
    </item>
    <item>
      <title>MA WAN SUBMARINE CROSSING USING HORIZONTAL DIRECTIONAL DRILLING</title>
      <link>https://trid.trb.org/View/498648</link>
      <description><![CDATA[This paper describes the underground investigation and design of a state-of-the-art crossing of the Ma Wan Channel in Hong Kong. The Ma Wan Channel is a major shipping channel next to the New Territories Peninsula and Ma Wan Island.  The project includes the installation of twin 609.6 mm (24 in.) diameter pipelines over a distance of 1,369 m (about 4,500 ft) in very complex ground conditions.  The geotechnical investigation indicated the proposed drillpath would encounter granitic and volcanic formations, and inactive regional fault structures.  The pipelines were designed to deliver potable water to a new island development which will eventually be inhabited by 15,000 people. The Ma Wan development is a $1 billion project to construct a resort style community with residential housing, commercial centers and a theme park.]]></description>
      <pubDate>Tue, 02 Mar 1999 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/498648</guid>
    </item>
    <item>
      <title>DEVELOPMENT OF PRACTICAL ROAD DISASTER PREVENTION INFORMATION SYSTEM</title>
      <link>https://trid.trb.org/View/574281</link>
      <description><![CDATA[The latest site for the installation of the road disaster prevention information system is a section of national road which has frequently been rendered impassable by volcanic ejecta.  Even a small amount of rainfall can have this effect. The road is located just below a steep slope on the caldera wall around Mount Sakurajima, one of the most active volcanoes in Japan, where volcanic ejecta has been thickly deposited in the course of many eruptions.  As the high annual rainfall level of between 1,500 mm and 3,000 mm is marked by torrential rain in the early summer rainy season and typhoon season, the monitoring of soil discharge at the site has always been lengthy and, at times, risky.  In order to improve the on-site monitoring system, rainfall radar and CCTV have been installed together with debris flow detectors (wire type in conjunction with optical sensors).  They have been installed upstream of those rivers known to cause debris flow, to monitor the situation.  When a debris flow is detected, the debris flow warning system (consisting of a siren, telephone communication unit and signal operation unit) is activated to automatically shut off local traffic. If a disaster takes place on the slope, vital information is displayed on an LED information board and is conveyed to drivers through the roadside announcement system by remote control, reducing the road management work load as well as ensuring the safety of road traffic and problem free driving.  All these features contribute to the achievement of much safer and more reliable traffic control.]]></description>
      <pubDate>Fri, 08 Aug 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/574281</guid>
    </item>
    <item>
      <title>SHEAR STRENGTH AND STABILITY OF CONTINENTAL SLOPE DEPOSITS, WESTERN GULF OF MEXICO</title>
      <link>https://trid.trb.org/View/127292</link>
      <description><![CDATA[SEDIMENTS FROM THE CONTINENTAL SLOPE IN THE WESTERN GULF OF MEXICO WERE TESTED TO DETERMINE THE SHEAR STRENGTH, STABILITY, AND CONSOLIDATION CHARACTERISTICS. ALTHOUGH THE TOPOGRAPHY OF PARTS OF THE CONTINENTAL SLOPE HAS BEEN ATTRIBUTED TO LOCAL SLUMPING OF UNCONSOLIDATED AND UNSTABLE MARINE SEDIMENTS, NO EVIDENCE WAS FOUND TO INDICATE INSTABILITY OF THE SEDIMENTS IN THE PRESENT ENVIRONMENT. CONTINENTAL SLOPE SEDIMENTS TESTED EXHIBIT APPARENT OVERCONSOLIDATION AND POSSESS RELATIVELY HIGH VALUES OF SHEAR STRENGTH. THIS STABILITY IS ASSUMED TO BE THE RESULT OF LOW DEPOSITION RATES AND INCIPIENT CEMENTATION OF MINERAL GRAINS. CARBONATE CONTENT AND VOLCANIC DEBRIS MAY ALSO AFFECT SHEAR STRENGTH. PALEONTOLOGICAL EVIDENCE INDICATES THAT SOME OF THE SEDIMENTS IN THE CAMPECHE CANYON WERE DEPOSITED AS THE RESULT OF SLUMPING AND TURBIDITY CURRENTS DURING THE PLEISTOCENE. THE TEST RESULTS SHOW, HOWEVER, THAT THESE SEDIMENTS ARE ALSO STABLE IN THE PRESENT ENVIRONMENT. /AUTHOR/]]></description>
      <pubDate>Thu, 05 May 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/127292</guid>
    </item>
    <item>
      <title>STRENGTH CONTRIBUTION OF A POZZOLAN TO CONCRETES</title>
      <link>https://trid.trb.org/View/95345</link>
      <description><![CDATA[THE STRENGTH CONTRIBUTION OF A POZZOLAN OF VOLCANIC ORIGIN IN POZZOLAN-CEMENT CONCRETES WITH 15 TO 35 PER CENT REPLACEMENTS, AS A FUNCTION OF THE REPLACEMENT OF PORTLAND CEMENT BY POZZOLAN, WITH CEMENTS OF DIFFERENT QUALITIES, WAS STUDIED. THE TERM STRENGTH CONTRIBUTION OF A POZZOLAN IN POZZOLAN-CEMENT CONCRETES IS DEFINED. /RRL/A/]]></description>
      <pubDate>Thu, 17 Feb 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/95345</guid>
    </item>
    <item>
      <title>PRELIMINARY DESIGN STUDIES IN A NUCLEAR EXCAVATION - PROJECT CARRYALL</title>
      <link>https://trid.trb.org/View/110048</link>
      <description><![CDATA[A PRELIMINARY FEASIBILITY STUDY WAS CONDUCTED BY THE CALIFORNIA STATE DIVISION OF HIGHWAYS AND THE SANTA FE RAILWAY COMPANY OF POTENTIAL USES OF NUCLEAR EXPLOSIVES IN CONSTRUCTION PROJECTS FOR HIGHWAYS AND RAILROADS. THE STUDY WAS CONCERNED WITH DETERMINING THE FEASIBILITY OF EXCAVATING A CUT THROUGH THE BRISTOL MOUNTAINS NEAR AMBOY, CALIFORNIA, USING NUCLEAR EXPLOSIVES. THE PROPOSED RAILROAD ROUTE REQUIRED THE CONSTRUCTION OF A TWO MILE TUNNEL. THE PROPOSED CUT WOULD MORE OR LESS FOLLOW THE TUNNEL ALIGNMENT AND BE ABOUT 11,000 FEET LONG, WITH A MAXIMUM DEPTH OF ABOUT 350 FEET. CUTS HAVING DEPTHS OF LESS THAN 100 FEET WOULD BE EXCAVATED BY CONVENTIONAL METHODS FOR TECHNOLOGICAL AND ECONOMIC REASONS. GEOLOGICAL KNOWLEDGE OF THE AREA INDICATES THAT THE MEDIUM CONSISTS OF SOFT VOLCANIC ROCK UNDERLAIN BY META-GRANITE BEDROCK. USING CRATERING PARAMETERS FOR HARD ROCK, A TOTAL OF 22 NUCLEAR EXPLOSIVES RANGING IN YIELD FROM 20 TO 200 KILOTONS WOULD BE REQUIRED TO MAKE THE EXCAVATION. EXTENSIVE ON-SITE STUDIES ARE NECESSARY RELATED PRIMARILY TO SAFETY CONSIDERATIONS, INCLUDING DRILL HOLES, SEISMIC SURVEYS, HYDROLOGY INVESTIGATIONS, POPULATION SURVEYS, AND WEATHER SURVEYS.]]></description>
      <pubDate>Sun, 09 Jan 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/110048</guid>
    </item>
    <item>
      <title>GEOTECHNICAL PROPERTIES OF CEMENTED VOLCANIC SOIL. DISCUSSION</title>
      <link>https://trid.trb.org/View/307964</link>
      <description><![CDATA[This is the discussion of the paper of the above title by T.D. O'Rourke and E. Crespo published in the October 1988, Vol 114, No. 10 of this journal.  The discusser points out that in order to attempt the analysis of a slide failure, one must enter into the domain of geomechanics.  The use of geomechanics in the establishment of safety factor of the cut bank in the Cangahua Formation in Ecuador is described. The discusser describes arriving at failure values of the well-known 'cliff' entity, by entering the domain of geomechanics, i.e. the motion of 'wedges' composed of coagulated materials of granular entities.  The discussion is followed by a closure by the author, T.D. O'Rourke.]]></description>
      <pubDate>Mon, 30 Apr 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/307964</guid>
    </item>
    <item>
      <title>GEOTECHNICAL PROPERTIES OF CEMENTED VOLCANIC SOIL</title>
      <link>https://trid.trb.org/View/289408</link>
      <description><![CDATA[The geologic setting is described of a volcaniclastic formation in the Andes, which is composed of moderately cemented fine sand and silt-sized particles.  The microstructre and index properties are described, as well as the laboratory tests and test results pertaining to uniaxial compression, Brazil tensile strength, triaxial strength and deformation characteristics, and fracture toughness. Relationships among strength, deformation, and moisture content are discussed with reference to special tests in which the degree of saturation was varied without disturbing the natural fabric. The implications of the test results are discussed with respect to the general performance traits of cemented soils and weak rocks, and the conclusions drawn are presented.]]></description>
      <pubDate>Mon, 31 Oct 1988 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/289408</guid>
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