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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>
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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>
    </image>
    <item>
      <title>LABORATORY MODELING OF LATERALLY-LOADED DRILLED SHAFTS IN CLAY. DISCUSSIONS AND CLOSURE</title>
      <link>https://trid.trb.org/View/482403</link>
      <description><![CDATA[Two discussions of a paper with the aforementioned title by Mayne, Kulhawy, and Trautmann, published in this journal (Volume 121, Number 12, December 1995), are presented.  The authors present important data from laboratory tests on laterally-loaded drilled shafts in clay.  In the first discussion, Day states that the authors' laboratory testing concentrates on determining the lateral load versus displacement response of various sized concrete shafts.  Day reveals that for the design of laterally loaded shafts, lateral load tests are often not conducted.  The usual method for designing shafts in clay is to use earth pressure theory.  In the second discussion, Motta presents some general expressions for the evaluation of the soil response and of the horizontal displacement of free rigid piles in cohesive and cohesionless soils under horizontal forces.  Motta provides an elastic-perfectly plastic model and presents the assumptions upon which it is based.  He then presents two cases.  Discussions are followed by closure from the authors.]]></description>
      <pubDate>Thu, 01 May 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/482403</guid>
    </item>
    <item>
      <title>MODEL STUDY OF PASSIVE PRESSURE IN SAND</title>
      <link>https://trid.trb.org/View/127343</link>
      <description><![CDATA[RESULTS ARE PRESENTED OF A STUDY PRESSURE MODEL WITH GLASS SIDES TO DETERMINE THE RUPTURE SURFACES AND THE DISTRIBUTION OF PRESSURES ON A RIGID RETAINING WALL. EMPHASIS IS LAID ON THE EFFECT OF ROTATION OF THE WALL ON THE MAGNITUDE AND DISTRIBUTION OF PRESSURE AND SHAPE AND SIZE OF THE RUPTURE WEDGE. IT IS CONCLUDED THAT THE TYPE OF WALL DISPLACEMENT IS ONE OF THE IMPORTANT FACTORS AFFECTING THE PRESSURES AND THE RUPTURE WEDGE. FURTHER, IT IS POINTED OUT THAT THE COMMON EARTH PRESSURE THEORIES ARE INADEQUATE TO ASSESS PASSIVE PRESSURES CORRECTLY. /ASCE/]]></description>
      <pubDate>Fri, 21 Oct 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/127343</guid>
    </item>
    <item>
      <title>FACTORS AFFECTING VERTICAL LOADS ON UNDERGROUND DUCTS DUE TO ARCHING</title>
      <link>https://trid.trb.org/View/127257</link>
      <description><![CDATA[A THEORETICAL AND MATHEMATICAL ANALYSIS IS PRESENTED ON THE THEORY OF EARTH PRESSURE ON UNDERGROUND CONDUITS. NO DIFFERENTIATION IS MADE BETWEEN RIGID OR FLEXIBLE CONDUITS BECAUSE THE SHAPE OF THE CONDUIT IS NOT CONSIDERED A VARIABLE. THE MATHEMATICAL TREATMENT DEALS WITH THE PRESSURES ACTING IN THE PLANE PERPENDICULAR TO THE LONGITUDINAL AXIS OF THE CONDUIT. IT IS SHOWN THAT THE PRESSURE ON TOP OF BOTH COVERED-UP AND MINED-IN CONDUITS IS GOVERNED BY THE SAME MATHEMATICAL RELATIONS. HOWEVER, THE VALUES OF THE PHYSICAL FACTORS APPEARING IN THE THEORETICAL EXPRESSIONS DEPEND UPON THE GEOMETRY AND NATURE OF INSTALLATION, THE PHYSICAL PROPERTIES, AND THE INITIAL STATE OF THE MATERIALS, AS WELL AS ON THE CONSTRUCTION METHODS AND WORKMANSHIP EMPLOYED. A GOOD SOIL EXPLORATION OF THE SITE WHERE THE CONDUIT IS TO BE INSTALLED IS IMPERATIVE BECAUSE KNOWLEDGE OF THE PHYSICAL PROPERTIES OF THE SOILS INVOLVED IS NECESSARY. THE LOAD ON COVERED-UP CONDUITS BECOMES A MINIMUM IF THE CONDUIT SIDE SUPPORTING MATERIAL IS THOROUGHLY COMPACTED, THE DITCH DIRECTLY ABOVE THE CONDUIT IS MADE AS HIGH AS ECONOMICALLY FEASIBLE, AND THE DITCH IS FILLED WITH A COMPRESSIBLE, LOOSE MATERIAL. SINCE AN UNDERGROUND CONDUIT HAS THE TENDENCY TO SETTLE MORE IN THE MIDDLE THAN AT ITS ENDS, THE EARTH MASS WHICH IS ABOVE ITS MIDDLE PORTION, WILL TEND TO BRACE ITSELF AGAINST THE END MASSES THEREBY INCREASING THE NORMAL PRESSURE AND THE LONGITUDINAL STRAINS AT THE ENDS AND DECREASING THE PRESSURE AT THE MIDDLE. THE AFFECTS OF SUCH ARCHING ACTION ARE CONSIDERED TO BE ESPECIALLY SIGNIFICANT IN THE CASE OF LONG CONDUITS INSTALLED UNDER HIGH FILLS.]]></description>
      <pubDate>Fri, 16 Sep 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/127257</guid>
    </item>
    <item>
      <title>PASSIVE EARTH PRESSURES WITH VARIOUS WALL MOVEMENTS</title>
      <link>https://trid.trb.org/View/409499</link>
      <description><![CDATA[This paper presents experimental data of earth pressure acting against an initially vertical wall, which moves into a mass of dry sand with a stress-free horizontal surface under various wall-movement modes.  Researchers at the National Chiao Tung University developed an instrumented retaining wall facility to study the variation of earth pressure induced by rotation about a point below the wall base (RBT) and rotation about a point above the top (RTT).  Their findings indicate that passive pressure distribution for a wall under translational movement is linear and generally in agreement with Terzaghi's work on wedge theory.  However, the magnitude of passive thrust and its point of application for a wall under either RBT or RTT mode are significantly affected by the mode of wall displacement.  One parameter--location of the center of rotation--can influence the importance of movement mode on passive earth pressure.]]></description>
      <pubDate>Sat, 10 Sep 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/409499</guid>
    </item>
    <item>
      <title>A FUNDAMENTAL FALLACY IN EARTH PRESSURE COMPUTATIONS</title>
      <link>https://trid.trb.org/View/123765</link>
      <description><![CDATA[RANKINE'S AND COULOMB'S THEORIES OF EARTH PRESSURE COMPUTATIONS ARE ANALYZED. IT IS DETERMINED THAT THE FUNDAMENTAL ASSUMPTIONS OF RANKINE'S EARTH PRESSURE THEORY ARE INCOMPATABLE WITH THE KNOWN RELATION BETWEEN STRESS AND STRAIN IN SOILS, INCLUDING SAND. THE RESULTS OBTAINED FROM THE OTHER CLASSICAL THEORIES CAN ONLY BE ACCEPTED FOR PRACTICAL PURPOSES IF CERTAIN CONDITIONS CONCERNING THE LATERAL EXPANSION OF THE SUPPORTED SAND ARE SATISFIED. THE TOTAL LATERAL PRESSURE OF THE SAND DOES NOT ASSUME THE THEORETICAL VALUE UNLESS THE AVERAGE YIELD OF THE LATERAL SUPPORT EXCEEDS A CERTAIN MINIMUM VALUE. UNDER NORMAL CONDITIONS THIS REQUIREMENT IS SATISFIED BY BOTH THE RETAINING WALLS AND THE TIMBERING IN CUTS. THE DISTRIBUTION OF THE PRESSURE OF SAND ON THE BACK OF A LATERAL SUPPORT DOES NOT AGREE WITH THE THEORY UNLESS THE YIELD OF THE SUPPORT EXCEEDS IN EVERY POINT THE VALUES DETERMINED BY THE COULOMB THEORY. FOR IDENTICAL SOIL CONDITIONS AND EQUAL YIELD OF THE LATERAL SUPPORT, THE TOTAL LATERAL PRESSURE ON THE SUPPORT IS THE SAME. YET THE DISTRIBUTION OF THE PRESSURE OVER THIS SUPPORT VARIES ENORMOUSLY ACCORDING TO THE DISTRIBUTION OF THE YIELD OVER THE FACE OF THE BANK. THE MORE THIS DISTRIBUTION DEPARTS FROM A STRAIGHT LINE TO THE FOOT OF THE BANK, THE MORE IMPORTANT THE DEPARTURE FROM THE HYDROSTATIC PRESSURE DISTRIBUTION IS LIKELY TO BE.]]></description>
      <pubDate>Sun, 28 Aug 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/123765</guid>
    </item>
    <item>
      <title>A CONTRIBUTION OF KNOWLEDGE OF GROUND PRESSURE</title>
      <link>https://trid.trb.org/View/126974</link>
      <description><![CDATA[TO STUDY SYSTEMATICALLY THE GROUND PRESSURE PHENOMENA, JAROSLAV CERNI INSTITUTE DEVELOPED A METHODOLOGY FOR EXPERIMENTAL INVESTIGATIONS INSITU AND SET UP A PROGRAM FOR FIELD INVESTIGATIONS. IN HYDRAULIC APPROACH AND TRAFFIC TUNNELS NUMEROUS MEASURES OF GROUND PRESSURE INTENSITY WERE TAKEN TO GET DATA NECESSARY TO RATIONAL DESIGNING OF TUNNEL LININGS. FOR THESE INVESTIGATIONS VARIOUS METHODS WERE ADOPTED, ALLOWING GROUND PRESSURES TO BE MEASURED IN DIFFERENT DIRECTIONS AS WELL AS ALL ALONG THE EXTENT OF THE CUT PROFILE. RESULTS AND CONCLUSIONS DRAWN FROM FIELD INVESTIGATIONS SO FAR PERFORMED SHOW THAT AT THE BEGINNING THE PRESSURE INTENSITY VERY RAPIDLY INCREASES, AND THAT THE PRESSURE DISTRIBUTION ON THE LINING IS NOT UNIFORM AND ASYMMETRIC. IT DEPENDS ON THE KIND OF ROCK, THE MECHANICAL CHARACTERISTICS OF THE ROCK MASS, THE DEGREE OF STRUCTURAL IMPAIRMENT, THE SIZE OF THE UNDERGROUND OPENINGS AND THE STIFFNESS OF THE LINING. SOME RESULTS INDICATE THAT THE INTENSITY OF PRESSURES ORTHOGONAL TO GRAVITY ARE APPROXIMATELY EQUAL. IT IS NECESSARY, THE AUTHORS SAY, TO PERFORM MORE NUMEROUS INVESTIGATIONS OF GROUND PRESSURES INSITU AND TO GENERALIZE THEIR RESULTS TO BE ABLE TO ESTABLISH A THEORETICAL BASIS THAT WOULD CORRESPOND TO VIRTUAL EVENTS IN DETERMINED ROCK TYPES. /LCPC/RRL/A/]]></description>
      <pubDate>Thu, 11 Aug 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/126974</guid>
    </item>
    <item>
      <title>GENERAL WEDGE THEORY OF EARTH PRESSURE</title>
      <link>https://trid.trb.org/View/123766</link>
      <description><![CDATA[THE PRINCIPLES ARE PRESENTED OF THE GENERAL WEDGE THEORY OF EARTH PRESSURE. ACCORDING TO THIS THEORY THE SHAPE OF THE SURFACE OF SLIDING AND THE POSITION OF THE RESULTANT EARTH PRESSURE ARE A FUNCTION OF THE DEGREE AND TYPE OF FREEDOM FOR LATERAL EXPANSION OF THE SUPPORTED EARTH. COULOMB'S THEORY REPRESENTS A SPECIAL CASE OF THE GENERAL WEDGE THEORY. IT'S VALIDITY IS LIMITED TO THE PRESSURE OF EARTH ON SUPPORTS SUCH AS RETAINING WALLS WHOSE LATERAL RESISTANCE IS INDEPENDENT OF THEIR AMOUNT OF YIELD. IN EVERY OTHER CASE THE GENERAL WEDGE THEORY SHOULD BE USED. THE ONLY CONDITION REQUIRED TO MAKE THIS THEORY VALID IS AN ALMOST COMPLETE MOBILIZATION OF THE SHEARING RESISTANCE OF THE SUPPORTED EARTH WITHIN A CONTINUOUS ZONE EXTENDING FROM THE FOOT OF THE BANK TO ITS UPPER SURFACE. THIS SINGLE REQUIREMENT IS SUFFICIENT TO EXCLUDE THE GENERAL WEDGE THEORY FROM APPLICATION TO THE PRESSURE OF SOFT CLAY OR OTHER HIGHLY ELASTIC TYPES OF SOIL ON THE TIMBERING OF CUTS OR TUNNELS. EXAMPLES ARE PRESENTED OF APPLICATIONS OF THE THEORY TO WALLS TILTING AROUND INNER LOWER EDGE, TIMBERING OF EXCAVATIONS IN SAND, FLEXIBLE BULKHEADS, AND PRESSURE EXERTED BY COHESIVE EARTH. /AUTHOR/]]></description>
      <pubDate>Fri, 05 Aug 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/123766</guid>
    </item>
    <item>
      <title>PRESSURE OF GRANULAR MATERIALS. TESTS ON MODEL CONTAINER</title>
      <link>https://trid.trb.org/View/123808</link>
      <description><![CDATA[A STUDY OF THE BEHAVIOUR OF A MODEL CUBIC CONTAINER WHEN FILLED WITH COHESIONLESS SOILS UNDER VARIOUS DEGREES OF COMPACTION IS DESCRIBED IN THIS ARTICLE. BY CONSIDERING THE SIDES OF THE CONTAINER AS SQUARE PLATES CLAMPED ON THREE SIDES AND FREE AT THE TOP, IT IS POSSIBLE TO COMPARE THE EXPERIMENTAL DEFORMATIONS WITH THE VALUES PREDICTED FROM AN APPROXIMATE ANALYTICAL PROCEDURE ASSUMING A HYDROSTATIC DISTRIBUTION OF PRESSURE. WATER LOADING WAS USED TO CHECK THE VALIDITY OF THE METHOD OF ANALYSIS. BASED ON THIS INFORMATION, IT IS POSSIBLE TO FORM SOME CONCLUSIONS REGARDING THE INFLUENCE OF THE DEGREE OF COMPACTION AND SATURATION ON THE MAGNITUDE AND DISTRIBUTION OF THE PRESSURES EXERTED ON THE WALLS OF THE CONTAINER. THESE ARE DISCUSSED IN RELATION TO EXISTING THEORIES OF EARTH PRESSURE. /RRL/]]></description>
      <pubDate>Wed, 01 Jun 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/123808</guid>
    </item>
    <item>
      <title>EARTH PRESSURE AND EARTH-RETAINING STRUCTURES</title>
      <link>https://trid.trb.org/View/279018</link>
      <description><![CDATA[This book is divided into two parts.  In part 1, entitled, Mechanisms, the following chapters are included:  soil behaviour; wall placement, construction and movement; the development of earth pressure theory; graphical techniques; lateral pressure due to external loads; compaction pressures; from theory to practice.  Part 2, entitled, Design, comprises: introduction to design; methods of computation of earth pressure; design of individual structural types; slope stability and seepage analysis. (TRRL)]]></description>
      <pubDate>Thu, 31 Mar 1988 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/279018</guid>
    </item>
    <item>
      <title>A CONTRIBUTION TO THE COMPARATIVE EXAMINATION OF THEORIES ON EARTH THRUST DURING SEISMIC ACTIVITY</title>
      <link>https://trid.trb.org/View/211105</link>
      <description><![CDATA[The problem of determining the thrust acting on a retaining wall in the presence of seismic acceleration has not yet been convincingly resolved from the theoretical point of view.  Many recent studies support an approach consistent with the development of formulae which can be verified in experimental results from tests using the vibrating table. This article re-examines present analytical formulations relative to variations of thrust.  It is shown that in the use of plasticity solutions great care must be taken in the selection of the value to be attributed to the mechanical characteristics of the terrain.  Elasticity solutions are shown to be more sensitive to variations of seismic data than to the mechanical characteristics of the terrain. (TRRL)]]></description>
      <pubDate>Fri, 31 May 1985 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/211105</guid>
    </item>
    <item>
      <title>RETAINING WALLS FOR EMBANKMENTS AND NATURAL TERRAIN</title>
      <link>https://trid.trb.org/View/174338</link>
      <description><![CDATA[This article identifies two types of retaining structure: those which contain artificial embankments, and those which retain natural terrain.  Though the functions of the retaining walls are the same, the earth pressures develop differently in the two cases particularly with regard to moisture contents.  It is argued that graphic calculations of earth pressures (Poncelet et al) imply homogeneous nonstratified terrain without the presence of water at different levels.  This first part of the article is devoted to the application of the Rankine and Coulomb theories in the calculation of earth pressures for various types (sand, silt, clay) and conditions of terrain.  (TRRL)]]></description>
      <pubDate>Tue, 30 Mar 1982 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/174338</guid>
    </item>
    <item>
      <title>SIMPLIFIED PASSIVE EARTH PRESSURE ANALYSIS</title>
      <link>https://trid.trb.org/View/154712</link>
      <description><![CDATA[In this note, a simple approach using the method of slices is proposed for estimating passive earth pressure coefficients. Inclinations of the interslice forces are varied linearly from the Rankine value in the Rankine zone to the wall friction angle over the length of curved rupture surface. For purely frictional soils, resultant passive earth pressure coefficients agree closely with those obtained using the method of stress characteristics and upper bound limit analysis.]]></description>
      <pubDate>Fri, 06 Feb 1981 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/154712</guid>
    </item>
    <item>
      <title>THE EFFECTS OF COMPACTION ON RETAINING WALLS</title>
      <link>https://trid.trb.org/View/147550</link>
      <description><![CDATA[It is widely recognized that compaction of fill behind earth retaining structures can induce lateral earth pressures that vary considerably in magnitude and distribution from those predicted using classical earth pressure theory.  This paper presents a simple analytical method which relates induced lateral earth pressures to the effective line loading imposed by compaction plant. Although by no means definitive, the method proposed permits a meaningful assessment of compaction-induced lateral pressures without recourse to complicated mathematical models.  Predicted pressures are compared with observed pressures from two case histories, in a third case history the performance of a retaining wall is compared with predictions made using classical theory and the proposed method.  A comparison is made between the factors of safety assumed to exist in conventional retaining wall design and those resulting when compaction effects are taken into account.  (Author/TRRL)]]></description>
      <pubDate>Tue, 22 Apr 1980 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/147550</guid>
    </item>
    <item>
      <title>SOME SIMPLIFICATIONS OF COULOMB'S ACTIVE EARTH PRESSURE THEORY</title>
      <link>https://trid.trb.org/View/74159</link>
      <description><![CDATA[Coulomb's earth pressure theory was published in 1776. Since that time this theory has been extended and embellished by many researchers.  To this day Coulomb's theory still holds good for the calculation of active earth pressure for idealised smooth walls and rough walls where the angle of wall friction is positive.  One criticism of Coulomb's theory, especially when applied to rough walls or sloping backfill, is that the resulting equations are arithmetically complex and tedious to evaluate.  This note reconsiders Coulomb's theory and suggests simplifications which yield more manageable equations which can be used without significant loss of accuracy. /Author/]]></description>
      <pubDate>Wed, 27 Sep 1978 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/74159</guid>
    </item>
    <item>
      <title>PERFORMANCE OF A RETAINING WALL WITH DEEP FOUNDATIONS</title>
      <link>https://trid.trb.org/View/54106</link>
      <description><![CDATA[It is well recognised that the pressure distribution behind earth retaining structures constructed using modern techniques is not that predicted by the classical Coulomb and Rankine Theory.  Sowers et al (1971), Broms and Ingelson (1971), Sims et al (1970), Aggour and Brown (1974). This situation is due largely to the use of high energy output rollers.  This article reports the performance of a long reinforced cantilever retaining wall with deep foundations and shows that the failure of the wall could not have been predicted by the use of classical earth pressure theory.  /Author/TRRL/]]></description>
      <pubDate>Wed, 12 Apr 1978 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/54106</guid>
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