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    <title>Transport Research International Documentation (TRID)</title>
    <link>https://trid.trb.org/</link>
    <atom:link href="https://trid.trb.org/Record/RSS?s=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" rel="self" type="application/rss+xml" />
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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>
      <url>https://trid.trb.org/Images/PageHeader-wTitle.jpg</url>
      <link>https://trid.trb.org/</link>
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    <item>
      <title>DATA ACQUISITION SYSTEM AND COMPUTER CONTROL OF CALIBRATION CHAMBER TESTS ON SAND</title>
      <link>https://trid.trb.org/View/413750</link>
      <description><![CDATA[A data acquisition system is used to control the coefficient of earth pressure at rest (K sub 0) consolidation of dry sand calibration chamber (CC) specimens and subsequently apply lateral compression loading.  Instrumentation included inductance coils for measuring vertical and lateral displacements and voltage/pressure transmitters for the application and control of vertical and lateral confining pressures.  The objective of the research was to perform Marchetti dilatometer tests on a series of CC specimens subjected to prescribed stress paths.  The K sub 0 consolidation process is simulated by subjecting the specimens to vertical stress increments while restricting the lateral strain. Restriction of the lateral strain is accomplished by applying appropriate lateral pressure increments on the basis of feedback deformation data.  In general, during this process, a radial strain magnitude of 0.001 was considered acceptable for the simulation of the K sub 0 condition.  The test instrumentation provided for lateral displacement measurement with adequate accuracy.  Noise effects were accounted for by scanning each collecting port 100 times/sec.  The 100 readings were then averaged to produce one reading per second.  The inductance coils, generally found to be insensitive to soil composition and moisture content, provided adequate means of measuring displacement given the chamber dimensions and constraints related to sample access.  Minor leaks were detected when the chamber pressure was increased to a value equal to or greater than 138 kPa (20 psi).  Leak compensation is provided by the closed loop-computer control system through the automatic increase in the air supply volume on the basis of the pressure magnitude inside the chamber.]]></description>
      <pubDate>Tue, 08 Nov 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/413750</guid>
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    <item>
      <title>EFFECTS OF KO AND OVERCONSOLIDATION ON UPLIFT CAPACITY</title>
      <link>https://trid.trb.org/View/366818</link>
      <description><![CDATA[This paper presents the results of experimental and theoretical studies on the determination of the overconsolidation ratio and its effect on the uplift capacity of foundations, with special reference to screw anchors installed in sand.  Based on data reported in the literature, a semi-empirical relationship is proposed to relate the uplift capacity of anchors installed in overconsolidated sand to those installed in normal consolidated sand.  Good agreement was observed when present experimental results were compared with the results of a theory reported in the literature after incorporating the effect of the overconsolidation.]]></description>
      <pubDate>Wed, 15 Sep 1993 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/366818</guid>
    </item>
    <item>
      <title>RESEARCH INTO THE DETERMINATION OF FRICTION COEFFICIENTS OF A VEHICLE FROM DECELERATION CURVES</title>
      <link>https://trid.trb.org/View/368797</link>
      <description><![CDATA[For simulating a drive of a vehicle on the Universele Dynamometerbank so called K-Factors have to be set.  These K-factors correspond with friction coefficients of the vehicle to be simulated.  This document describes the mathematical problems involved in the determination of the K-factors from a deceleration curve.  The determination of the K-factors is in fact the estimation of parameters of a differential equation.]]></description>
      <pubDate>Tue, 14 Sep 1993 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/368797</guid>
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    <item>
      <title>FIELD AND LABORATORY MEASURED VALUES OF K-O IN CHICAGO CLAY . PRESSUREMETERS. PROCEEDINGS OF THE THIRD INTERNATIONAL SYMPOSIUM, ORGANISED BY THE BRITISH GEOTECHNICAL SOCIETY, OXFORD UNIVERSITY, APRIL 2-6, 1990</title>
      <link>https://trid.trb.org/View/367109</link>
      <description><![CDATA[Horizontal stresses in Chicago glacial clays were measured in situ with a self-boring pressuremeter (SBPM).  The lightly overconsolidated, saturated clays contained gravel-sized particles throughout the deposit requiring the use of jetting to insert the SBPM.  Values of K-o (coefficient of earth pressure at rest) from the SBPM results were computed using pore pressure data from pneumatic piezometers.  Both strain- and stress-rate controlled K-o consolidation tests were performed on clay specimens obtained with a 3-inch-diameter fixed piston sampler.  Comparison of results of all tests indicate the range of K-o values were similar for both the field and laboratory data.  The effects of jetting, the presence of gravel, and stress history, on the observed response are discussed. (Author/TRRL)]]></description>
      <pubDate>Tue, 31 Mar 1992 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/367109</guid>
    </item>
    <item>
      <title>EFFECT OF LATERAL STRESS ON CPT PENETRATION PORE PRESSURES</title>
      <link>https://trid.trb.org/View/358618</link>
      <description><![CDATA[This is a brief summary of the reasoning why a correlation might be expected between a defined pore pressure parameter (PPSV) and K sub O (coefficient of earth pressure at rest). qualitative theroretical confirmation of the suggested correlations can be obtained by examination of both cavity expansion theories and the more rigorous strain path method approaches.  Based on the study, it is concluded that a familiar correlation might be expected between a normalized cone resistance parameter and K sub O.  Evaluation of field data from 14 sites and one calibration chamber study suggests that an approximately linear relationship exists between PPSV and K sub O for any particular site.  These and other aspects of the subject are discussed.]]></description>
      <pubDate>Wed, 31 Jul 1991 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/358618</guid>
    </item>
    <item>
      <title>CONFINED COMPRESSION TEST FOR SOILS</title>
      <link>https://trid.trb.org/View/352776</link>
      <description><![CDATA[The ratio of lateral to vertical stress at zero lateral strain (K sub 0) is a soil characteristic that is important in several geotechnical applications.  At present, no unanimity exists as to how K sub 0 should be calculated or how it is influenced by stress history.  The uncertainty regarding this soil characteristic may be reduced through improved measurements.  At present, triaxial testing and confined compression tests are used.  Triaxial testing is cumbersome and limited to certain soil types.  Confined compression tests ignore the presence of wall friction and thus may introduce unknown factors in the measurement.  A new confined compression tester is described that measures wall shear stresses along with vertical and horizontal stresses.  Confined compression tests on Ottawa sand, alluvial sand, crushed limestone, and coal and comparisons with K sub 0 tests conducted in triaxial apparatus on replicate specimens of the two materials are included.  The new test device shows promise and should lead to improved methods for evaluating K sub 0 in soils and provide a tool for achieving an understanding of how stress history influences this important soil characteristic.]]></description>
      <pubDate>Sun, 31 Mar 1991 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/352776</guid>
    </item>
    <item>
      <title>FIELD EXPERIENCE WITH THE BACK-PRESSURED K SUB 0 STEPPED BLADE</title>
      <link>https://trid.trb.org/View/352778</link>
      <description><![CDATA[The K sub 0 stepped blade measures lateral pressures in situ in clay, silt, and sand soils.  Pressures are measured after penetration of the soil by progressively thicker steps of a thin blade, and data points identified as representing consoldating behavior of the soil are extrapolated to obtain a hypothetical pressure on a zero-thickness blade. Pressures are measured with Teflon-covered pneumatic pressure cells designed to give 1-1 calibrations and ease of field repair. A new back-pressured readout system gives data reproducible to the nearest gauge dial increment, 1 psi (7 kPa).  Most applications involve defining the soil stress history by measuring and plotting lateral stress versus depth.  In nonexpansive soils the amount of prior surcharge may be estimated and the consolidation state established.  Lateral stresses were used to delineate influences from compaction, expansive clays, adjacent shallow foundation loading, and interactions with pile and with retaining walls.  For example, the lateral pressure on an existing wall was measured to test for pressures from expansive clay, relevant to the existing factor of safety.  Passive pressures may indicate expansive clays or may warn of imminent bearing capacity failure per a cited example.  Tests cannot be performed in stony soils, owing to difficulty in pushing the blade and the risk of damaging the pressure cells, nor can lateral stresses be measured in very soft clays where pressures from insertion of the blade exceed the limit pressure, which is probably attributable to the development of excess pore water pressure.]]></description>
      <pubDate>Sun, 31 Mar 1991 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/352778</guid>
    </item>
    <item>
      <title>DIRECT AND INDIRECT DETERMINATIONS OF IN SITU K SUB 0 IN CLAYS</title>
      <link>https://trid.trb.org/View/352780</link>
      <description><![CDATA[For natural clays encountered in the field, the in situ effective horizontal stress may be evaluated from the interpretation of direct measurements by using the self-boring pressuremeter test (SBPMT) or total stress cells or may be evaluated indirectly from other tests such as the dilatometer test (DMT) and piezocone penetration test (CPTU).  A review of K sub 0 data summarized from 56 different sites tested by the SBPMT demonstrates that stress history is a predominant factor affecting the magnitude of the in situ geostatic state of stress.  For clay deposits that have developed their K sub 0 profile primarily from stress history effects (i.e., mechanical overconsolidation), a simplified cavity expansion theory is used to express K sub 0 in terms of the cone tip resistance and penetration pore water stress obtained during CPTU soundings and the DMT contact stress.  Data derived from 17 sites tested by the SBPMT and CPTU and 12 sites tested by the SBPMT and DMT are used to verify the approach.]]></description>
      <pubDate>Sun, 31 Mar 1991 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/352780</guid>
    </item>
    <item>
      <title>MEASUREMENT OF LATERAL STRESS IN COHESIVE SOILS BY FULL-DISPLACEMENT IN SITU TEST METHODS</title>
      <link>https://trid.trb.org/View/352783</link>
      <description><![CDATA[Estimation of lateral stress in cohesive soils from in situ tests by using full displacement probes is considered.  The stress and pore pressure changes around a penetrating probe are briefly discussed before comparisons between data obtained from four different test methods are made.  The application of cavity expansion models to the evaluation of lateral stress cone data in clays is evaluated with favorable results.  A normalized pore pressure parameter is also introduced as an indicator of K sub 0 conditions.]]></description>
      <pubDate>Sun, 31 Mar 1991 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/352783</guid>
    </item>
    <item>
      <title>CORRELATION OF DILATOMETER READINGS WITH LATERAL STRESS IN CLAYS</title>
      <link>https://trid.trb.org/View/352785</link>
      <description><![CDATA[Published methods of predicting in situ lateral stress from the dilatometer test are reviewed.  A data base containing high-quality information from clay test bed sites mainly in Norway and the United Kingdom has been established. Reference K sub 0 values have been evaluated from a number of methods including self-boring pressuremeter, hydraulic fracture, total stress cells, laboratory measurements, and empirical correlations.  A new correlation between the dilatometer parameter K sub D and K sub 0 is proposed for young clays.]]></description>
      <pubDate>Sun, 31 Mar 1991 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/352785</guid>
    </item>
    <item>
      <title>DETERMINATION OF IN SITU LATERAL STRESSES IN A DENSE GLACIAL TILL</title>
      <link>https://trid.trb.org/View/352786</link>
      <description><![CDATA[A comparison of different techniques for determining in situ lateral stresses in a dense glacial till is presented.  The site is located north of Des Moines, Iowa, in the late Wisconsinan drift plain.  The till is generally composed of a cohesive matrix (P.I. equals 12; L.I. equals 0) and extends to a depth of 19 m.  In situ tests conducted at the site included flat dilatometer (DMT), full-displacement pressuremeter (FDPMT), hydraulic fracture (HFT), and prebored pressuremeter (PMT) tests.  Push-in earth pressure cells were installed at various depths and were allowed to come to equilibrium to provide an upper-bound value of the in situ lateral stress conditions.  Those data are also compared with DMT dissipation tests, which give an equilibrium value of sigma sub H.  A comparison of the effective horizontal stresses obtained with the in situ tests is presented and is based on field pore pressure measurements obtained from electric and pneumatic piezometers.  Estimates of the at-rest coefficient of earth pressure, K sub 0, were made and are based on laboratory tests, using empirical relationships between K sub 0 and OCR.  OCRs were obtained from incremental loading laboratory oedometer tests.  The work energy method was also used to predict in situ effective horizontal stresses, using results of oedometer tests on horizontally trimmed samples.  Results indicate that full displacement tests, such as the DMT, HFT, and FDPMT, tend to overestimate the in situ stresses while the non-displacement PMT provided results very close to the spade cell and laboratory data.  A discussion of the results is presented concerning the accuracy of each of the tests in predicting in situ stresses in dense cohesive soils.]]></description>
      <pubDate>Sun, 31 Mar 1991 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/352786</guid>
    </item>
    <item>
      <title>PORE PRESSURE BEHAVIOR OF K SUB O-CONSOLIDATED CLAYS. DISCUSSION</title>
      <link>https://trid.trb.org/View/348691</link>
      <description><![CDATA[This is a discussion of a paper of the above title by P.W. Mayne and H.E. Stewart published in the November 1988, Vol 114, No. 11 issue of this journal.  This discussion centers on the concept that Skempton's parameter A at failure in K sub O-consolidated-rebounded undrained compression tests tends toward zero only at high values of the overconsolidation ratio OCR.  The discussion is followed by a closure by the authors.]]></description>
      <pubDate>Fri, 30 Nov 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/348691</guid>
    </item>
    <item>
      <title>COMPRESSION AND EXTENSION OF K SUB O NORMALLY CONSOLIDATED KAOLIN CLAY. DISCUSSION</title>
      <link>https://trid.trb.org/View/301588</link>
      <description><![CDATA[This is a discussion of a paper of the above title by J.H. Atkinson, D. Richardson, and P.J. Robinson published in Volume 113, No. 12 (December 1987) of this journal.  The discussers note that the use of triaxial extension (TE) test data to deduce the state boundary surface and, subsequently, the yield surface of clays may be misleading, and a better approach would be to obtain the form of the yield locus first, using experimental data, and then to deduce the state boundary surface from the yield locus.  This requires experimental data from more than only triaxial shear tests. The discussers believe that the initial part of the stress path in TE is elastic and therefore the TE test data cannot be used to deduce the state boundry surface of clays in general.  Furthermore, the existing data suggest that the critical state lines in TE and TC are asymmetrical about the p' axis.  These comments are followed by a closure by the author, J.H. Atkninson.]]></description>
      <pubDate>Sat, 30 Sep 1989 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/301588</guid>
    </item>
    <item>
      <title>C SUB ALPHA/C SUB C AND K SUB ZERO DURING SECONDARY COMPRESSION</title>
      <link>https://trid.trb.org/View/294324</link>
      <description><![CDATA[The paper of this title by G. Mesri and A. Castro was published in the Journal of Geotechnical Engineering, March, 1987, Vol. 113, No.3. The discusser, B. Iyer, provides additional support to the C sub alpha/C sub c concept.  The discussion deals with 3 different types of soils from the Ontario region in Canada.  The discussers I.S.M. Martins and W.A. Lacerda note that C sub alpha must decrease with time, and express the opinion that the calculation to evaluate K sub zero can lead to misleading results.  The discusser P.W. Mayne notes that K sub zero increases during long-term drained creep, and discusses three approaches for evaluating aged K sub zero.  The discusser K. Yasuhara discusses research on K sub zero during secondary compression.  The discussions are followed by a closure by G. Mesri and A. Castro.]]></description>
      <pubDate>Fri, 31 Mar 1989 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/294324</guid>
    </item>
    <item>
      <title>PORE PRESSURE BEHAVIOR OF K SUB O-CONSOLIDATED CLAYS</title>
      <link>https://trid.trb.org/View/289874</link>
      <description><![CDATA[Available triaxial compression data on anisotropically consolidated natural clays suggests that A sub f tends toward zero at high OCRs (overconsolidation ratios).  This is contrary to common beliefs based on the behavior of isotropically consolidated clays that negative incremental pore pressures occur during triaxial compressive shear.  The findings are consistent with a simplified effective stress interpretation, provided that a small cohesion intercept is included.]]></description>
      <pubDate>Sat, 31 Dec 1988 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/289874</guid>
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