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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>
    <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>
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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>WILLARD DAM-BEHAVIOR OF A COMPRESSIBLE FOUNDATION</title>
      <link>https://trid.trb.org/View/126796</link>
      <description><![CDATA[WILLARD DAM, A 14.5-MILE-LONG, 36-FT-HIGH EMBANKMENT WAS CONSTRUCTED ON AN ARM OF THE GREAT SALT LAKE. THE FOUNDATION CONSISTS OF AN INTERFINGERING OF THE DELTAIC DEPOSITS FROM THE WEBER-OGDEN RIVER SYSTEM AND BEAR RIVER WITH LAKEBED SEDIMENTS SEVERAL HUNDERED FEET THICK. THIS FOUNDATION MATERIAL IS HIGHLY COMPRESSIBLE, LOW STRENGTH, AND VARIABLY IMPERMEABLE. THE SILT OR CLAY HAS A BORDERLINE CLASSIFICATION BETWEEN ORGANIC AND INORGANIC AND LOW AND HIGH COMPRESSIBILITY. THE PAPER DESCRIBES THE HIGHLIGHTS OF 14 YR OF INVESTIGATION, TESTING, DESIGN & CONSTRUCTION THAT WENT INTO CREATION OF A STRUCTURE THAT BY NORMAL SOIL MECHANICS PRACTICES COULD NOT BE BUILT. ITS BEHAVIOR DURING CONSTRUCTION AND SINCE COMPLETION, BASED ON A EXTENSIVE INSTALLATION OF BEHAVIOR MEASURING APPARATUS HAS DISCLOSED PERFORMANCE THAT HAS NOT PREVIOUSLY BEEN OBSERVED. THIS SHOULD BE TAKEN INTO CONSIDERATION WHERE CONSTRUCTION FOR SIMILAR FOUNDATION CONDITIONS IS CONTEMPLATED. /ASCE/]]></description>
      <pubDate>Sun, 18 Sep 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/126796</guid>
    </item>
    <item>
      <title>MATERIAL SELECTION AND MIX DESIGN CONSIDERATIONS FOR CONSTRUCTING ASPHALTIC ROADS AND RUNWAYS IN CANADA'S NORTH</title>
      <link>https://trid.trb.org/View/358807</link>
      <description><![CDATA[This paper summarizes the current state-of-the-art in terms of the selection of materials and the design of mixes for the construction of asphaltic pavements in Arctic and sub-Arctic climates.  It is shown that the temperature susceptibility of the asphalt cement, the curing rate of cutback liquid asphalts, and transport of asphalt emulsion at low temperatures are the main problems associated with selecting a binder material.  Emulsions appear to be the best suited for use in cold climates, but there is little experience with their use in the far north.  In addition, it is indicated that neither standard nor the modified Marshall nor the Hveem tests provide ideal tests for selecting the optimum binder content, the degree of curing, the required aerating, or the amount of mixing water for designing asphalt mixes.]]></description>
      <pubDate>Sat, 31 Aug 1991 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/358807</guid>
    </item>
    <item>
      <title>SEDIMENTATION OF CLAYEY SLURRY</title>
      <link>https://trid.trb.org/View/308894</link>
      <description><![CDATA[The validity of Kynch theory to describe the sedimentation of clayey slurry is investigated, the theory is reviewed and the kinetics of the problem are considered.  This allows the development of the permeability-versus-void-ratio relationship from the surface settlement versus time curve of a batch sedimentation test.  Emprirical modifications to Kynch's theory are introduced to extend the theory to clayey slurry.  The modifications do not alter the graphical nature of the approach.  The study found that for clayey dispersion, the permeability-versus-void-ratio (or concentration relation) also depends on the initial condition to reflect the flocculating nature of the dispersion.  Kynch's theory in its original form does not account for this dependence and thus needs to be modified. These and other study findings are discussed.]]></description>
      <pubDate>Tue, 31 Jul 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/308894</guid>
    </item>
    <item>
      <title>PREDICTING THE PHENOMENON OF BURYING THROUGH GRAVITY IN PURELY COHESIVE SEDIMENTARY SEA BEDS</title>
      <link>https://trid.trb.org/View/302754</link>
      <description><![CDATA[The phenomenon of gravitational burying of solid bodies laid on a silty or clayey sedimentary sea bed is largely due to the plastic flow of the material composing this sea bed. Consequently it can be rationallly quantified in the theoretical framework of limit analysis.  In this study, the solid bodies are cylinders laid on their generatrix that are sufficiently long to justify the assumption of plane strain. When the nature of the contact prohibits any parting at the body-sediment interface, a general relationship covering the different parameters governing the phenomenon can be solved by studyiing a single unit system. This study was carried out numerically using plasticity finite element programs that were able to take into account precisely the geometry of the body, the characteristics assigned to the sea bed to define the heterogeneity of its cohesion, and its anisotropy, as well as two extreme behaviors at the interface.  The results obtained were validated by a series of experimental results from in situ and laboratory tests.]]></description>
      <pubDate>Wed, 31 Jan 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/302754</guid>
    </item>
    <item>
      <title>PISTON CORE PROPERTIES AND DISTURBANCE EFFECTS</title>
      <link>https://trid.trb.org/View/276620</link>
      <description><![CDATA[Laboratory geotechnical data on piston cores from 31 sites on the mid-Atlantic Upper Continental Slope show the near-surface sediments vary from normally consolidated to somewhat overconsolidated clayey silts and silty clays of low to high plasticity.  They also exhibit normalized behavior and their index property correlations with the effective-stress friction angle, the undrained strength ratio, and the compression index are reasonably consistent with existing knowledge.  Disturbance effects were effectively minimized in the consolidation and strength parameter determinations by using stresses and stress histories in excess of those in-situ.  However, substantial disturbance effects in preconsolidation stress determinations were found.  The preconsolidation stress values derived from the triaxial data are high, and those from the consolidation data are low, compared with the values obtained from the laboratory vane data.  Because existing knowledge concerning disturbance effects suggests that in-situ preconsolidation stress values should lie between those derived from the triaxial and laboratory vane data, the preconsolidation stress values obtained from the consolidation data appear to be appreciably smaller than in-situ values.]]></description>
      <pubDate>Fri, 31 Oct 1986 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/276620</guid>
    </item>
    <item>
      <title>SENSING SYSTEMS FOR MEASURING MECHANICAL PROPERTIES IN GROUND MASSES: VOLUME 3, VANE SHEAR AND CONE PIEZOMETER</title>
      <link>https://trid.trb.org/View/183469</link>
      <description><![CDATA[Reasonable estimates (plus or minus 25%) of the in situ strength of most saturated sedimentary clays can be obtained from field vane results "corrected" according to Bjerrum's relationship with plasticity index and the test can be used to help evaluate the stress history of clay deposits. The electrical Dutch cone test is better suited than the field vane to investigate strength variability, as it provides continuous data more economically, but gives somewhat less reliable design strengths (plus or minus 35% using N sub c=14).  Pore pressures developed during penetration of a cone, as measured by the piezometer probe, give a clear picture of soil variability, especially regarding the presence of sand or clay layers located within an otherwise homogeneous deposit.  This device can also investigate variations in the in situ coefficient of consolidation.  (FHWA)]]></description>
      <pubDate>Mon, 31 Jan 1983 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/183469</guid>
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    <item>
      <title>A STUDY OF THE RELATIONSHIPS BETWEEN THE PHYSICO-CHEMICAL PROPERTIES, AND THE MECHANICAL CHARACTERISTICS OF COMPRESSIBLE SOILS (MUD, PEAT, SOFT CLAY)</title>
      <link>https://trid.trb.org/View/55984</link>
      <description><![CDATA[This work is based on as complete a study as possible of some forty soils ranging from mud on peat through soft clay. The techniques employed, adapted to the problems posed, had recourse to sedimentology, chemistry, electron microscopy and physico-chemistry.  The geotechnical behaviour of soils is approached from the physico-chemical angle, in the widest sense, with a twofold objective:  To acquire a better knowledge, and hence a greater mastery, of the mechanical behaviour of these types of soil.  To establish correlations between the parameters of long and costly tests and easily measureable characteristics.  Sedimentological techniques alone provide information on the placement of these soils and hence on their textural characteristics.  But the conditions of the medium are also reflected by physico-chemical phenomena.  The sedimentological and physico-chemical characteristics, in defining a textural state or a mode of arrangement, condition the mechanical properties of the sediments.  Thus we were able to reveal the harmful influence of highly developed organic matter (humic colloids) on the geotechnic behaviour of soils.  This influence is all the greater in proportion as the sediment is lacking in mineral colloids.  It is therefore essential to detect not only the presence of humified organic matter, but also the presence of clay such as montmorillonite. Parallel with a certain antogonism between organic colloids and mineral colloids, we showed the existence of correlations between compressibility and certain textural parameters, and between an easily measurable physico-chemical characteristic, cation exchange capacity, and an identification test such as the index of plasticity. In conclusion, an attempt at textural classification is proposed. /Author/]]></description>
      <pubDate>Fri, 13 Jan 1978 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/55984</guid>
    </item>
    <item>
      <title>ANALYSIS OF WACO DAM SLIDE (DISCUSSION)</title>
      <link>https://trid.trb.org/View/126069</link>
      <description><![CDATA[IN THIS DISCUSSION, IT IS POINTED OUT THAT THE PAPER OF THIS TITLE HAS CLEARLY ELCUIDATED THE IMPORTANCE OF CONSIDERING STRENGTH ANISOTROPY IN THE ANALYSIS OF EMBANKMENTS.  THE DISCUSSION ALSO FOCUSSES ATTENTION ON THE FACT THAT SIGNIFICANT ANISOTROPY IN STRENGTH RESPONSE IS NOT LIMITED TO OVERCONSOLIDATED AND FISSURED CLAYS.  IT IS SUGGESTED THAT INVESTIGATION MUST BE CARRIED OUT TO DETERMINE THE ANISOTROPIC STRENGTH RESPONSE OF FOUNDATION SOILS OF ALL MAJOR STRUCTURES.  THE DISCUSSERS OBSERVE THAT PEPPER SHALE IS A HEAVILY OVERCONSOLIDATED, STIFF, FISSURED CLAY AND THE 45 DEGREE DIRECTIONAL STRENGTH IS LOW.  A WIDE RANGE OF ANISOTROPIC STRENGTH RESPONSE HAS ALSO BEEN OBSERVED IN CLAYS WHICH ARE NOT OVERCONSOLIDATED AND FISSURED.  IN THE LIGHTLY OVERCONSOLIDATED CLAYS OF SEDIMENTARY ORIGIN, IT HAS BEEN OBSERVED THAT THE 45 DEGREE DIRECTIONAL STRENGTHS IS SIGNIFICANTLY LOWER THAN THE VERTICAL AND HORIZONTAL DIRECTIONAL STRENGTHS.  STRENGTH ANISOTROPY HAS ALSO BEEN OBSERVED IN HOMOGENEOUS CLAYS AND IS HIGHLY INFLUENCES BY MINERAL COMPOSITION.  IT HAS BEEN FOUND THAT FOR KAOLINITE SOILS, THE 45 DEGREE DIRECTIONAL STRENGTH IS ALWAYS THE LEAST OF THE VERTICAL, HORIZONTAL, AND 45 DEGREE DIRECTIONAL STRENGTHS, IRRESPECTIVE OF THE OVER-CONSOLIDATION RATIO AND THE STRESS HISTORY.  THE 45 DEGREE DIRECTIONAL STRENGTH ILLITIC SOILS HOWEVER, IS ALWAYS MIDWAY BETWEEN THE VERTICAL AND HORIZONTAL DIRECTIONAL STRENGTHS.]]></description>
      <pubDate>Fri, 24 May 1974 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/126069</guid>
    </item>
    <item>
      <title>CONSTRUCTION LOAD EFFECTS ON SETTLEMENT OF A SOFT CLAY FOUNDATION</title>
      <link>https://trid.trb.org/View/126987</link>
      <description><![CDATA[A PUMPING PLANT LOCATED IN AN AREA OF DEEP, SOFT LAKE SEDIMENTS ON THE BUREAU OF RECLAMATION'S WILLARD CANAL NEAR OGDEN, UTAH, REQUIRED A FRICTION PILE FOUNDATION. THE SPECIFIED BOTTOM ELEVATION OF THE PLANT WAS 35 FEET BELOW THE SURFACE IN SOFT SEDIMENTS OF POOR STABILITY, RESULTING IN AN EXTENSIVE EXCAVATION AREA WHICH WAS LATER BACKFILLED. OBSERVATION OF FOUNDATION SETTLEMENT WAS STARTED IMMEDIATELY AFTER PILES WERE PLACED. SETTLEMENT WHICH OCCURRED DURING CONSTRUCTION WAS OF MUCH CONCERN. APPRECIABLE LOAD CHANGES CAUSED BY BACKFILLING THE EXTENSIVE EXCAVATION AS CONSTRUCTION PROGRESSED WERE DISTINCTLY RELATED TO THIS SETTLEMENT. THEIR EFFECTS WERE APPARENTLY SO EXTENSIVE THAT THEY ENCOMPASSED THE WHOLE PILE FOUNDATION. AFTER BACKFILLING, THE PLANT APPEARS TO BE SATISFACTORILY SUPPORTED BY THE FRICTION PILES AS EXPECTED. HOWEVER, THESE SETTLEMENT RECORDS DEMONSTRATE THE IMPORTANCE OF CONSIDERING EXCAVATION AND BACKFILLING LOAD CHANGES. /LCPC/RRL/A/]]></description>
      <pubDate>Thu, 01 Apr 1971 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/126987</guid>
    </item>
    <item>
      <title>RATIO C/P' IN RELATION TO LIQUID LIMIT AND PLASTICITY INDEX WITH SPECIAL REFERENCE TO SWEDISH CLAYS</title>
      <link>https://trid.trb.org/View/118213</link>
      <description><![CDATA[THE RATIO C/P' HAS BEEN DETERMINED FOR DIFFERENT TYPES OF SWEDISH QUATERNARY, SEDIMENTARY CLAYS, NORMALLY CONSOLIDATED OR NEARLY NORMALLY CONSOLIDATED. THE UNDRAINED SHEAR STRENGTH, C, HAS BEEN DETERMINED BY THE FIELD VANE. THE PRECONSOLIDATION PRESSURE P', HAS BEEN TAKEN AS THE EFFECTIVE OVERBURDEN PRESSURE AND, IN ADDITION, HAS BEEN DETERMINED BY OEDOMETER TESTS. THE C/P' RATIO HAS BEEN RELATED TO THE PLASTICITY INDEX, IP, AND COMPARISONS HAVE BEEN MADE WITH THE RELATIONSHIP ACCORDING TO SKEMPTON. C/P' RATIO HAS ALSO BEEN RELATED TO THE LIQUID LIMIT, AND COMPARISONS HAVE BEEN MADE WITH THE RELATIONSHIP ACCORDING TO HANSBO. THE SCATTERING OF THE TEST RESULTS AND THE DEVIATION FROM SKEMPTON'S AND HANSBO'S CURVES ARE GREAT, ESPECIALLY FOR QUICK CLAYS. THE INFLUENCING FACTORS AND DIFFICULTIES IN EVALUATING THE TWO PARAMETERS C AND P' ARE DISCUSSED. /A/RRL/]]></description>
      <pubDate>Mon, 06 Jul 1970 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/118213</guid>
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