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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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    <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>DISCUSSION OF DRAINED STRENGTH CHARACTERISTICS OF SAND</title>
      <link>https://trid.trb.org/View/121404</link>
      <description><![CDATA[MAISAL BELIEVES THE SUBJECT PAPER IS A VALUABLE CONTRIBUTION TO THE STUDY OF GRANULAR SOILS. THE DRAINED SHEAR STRENGTH OF SANDS IS ANALYZED IN AN ATTEMPT TO EXPLAIN THE COMPLEX PHENOMENA OF THE STATISTICAL NATURE UNDERLYING THE BEHAVIOR OF COHESIONLESS SOILS. THE PROPOSED WORKING HYPOTHESIS PERMITS THE PRESENTATION OF THE FOLLOWING REMARKS: (1) THE SHEAR STRENGTH OF A GRANULAR MATERIAL IS GIVEN BY THE STRESS CURVE DEFINED BY THREE POINTS IN A PRESENTED FIGURE, AND THE CURVE WILL BE CLOSE TO THE MOHR'S ENVELOPE, (2) THE INTRINSIC SHEAR STRENGTH IS PROVIDED BY SLIDING FRICTION ALONG THE GRAIN PATHS, (3) CONSTANT VOLUME TRIAXIAL TESTS COMPLY WITH MOHR-COULOMB THEORY, ALTHOUGH THE ANGLE OF THE ENVELOPE DOES NOT COINCIDE WITH THE AVERAGE VALUE OF INTERPARTICLE FRICTION, AND (4) TO EXPLAIN THE PEAK AND RESIDUAL STRENGTH THAT OCCUR IN DENSE GRANULAR SOILS TESTED UNDER LOW CONFINING PRESSURES, IT HAS TO BE RECOGNIZED THAT SLIP PLANES DEVELOP AFTER REACHING THE PEAK STRENGTH. A METHOD WILL BE REQUIRED FOR PRACTICAL APPLICATIONS TO DETERMINE THE FLOW PATTERN OF GRAINS IN THE PROTOTYPE AND TO ESTIMATE THE AVERAGE NORMAL STRESSES. MESSRS ROWE AND BARDEN CONGRATULATE THE AUTHORS ON THEIR COMPREHENSIVE STUDY OF SANDS IN THE DRAINED STATE OVER AN EXCEPTIONALLY WIDE RANGE OF PRESSURE. THE DIFFICULTY OF REACHING THE CRITICAL VOID RATIO STATE OF CASAGRANDE IS DISCUSSED. HE LATER INTRODUCED AN ARBITRARY DEFINITION OF THE LOWER CRITICAL VOID RATIO WHICH IS ASSOCIATED WITH ZERO OVER-ALL VOLUME CHANGE AT DEVIATOR STRESS. HE FOUND THAT THIS DECREASES WITH INCREASE IN CONFINING PRESSURE. THIS LOWER RATIO PROVIDED A CONSERVATIVE ESTIMATE OF THE TRUE CRITICAL VOID RATIO IN THE SENSE THAT SANDS COMPACTED TO THE LOWER CRITICAL VOID RATIO WOULD STILL BE SAFE AGAINST LIQUEFACTION. THE DATA INDICATE THAT THE AUTHORS HAVE USED THE LOWER CRITICAL VOID RATIO FOLLOWING TAYLOR. THE SIGNIFICANCE IS DISCUSSED OF THE DIFFERENCE BETWEEN ESSENTIALLY CONSTANT VOLUME AND ACTUAL CONSTANT VOLUME AT THE LOWER AND TRUE CRITICAL VOID RATIO RESPECTIVELY. AN EQUATION IS DERIVED WHICH PRESENTS TAYLOR'S DEFINITIONS OF CRITICAL VOID RATIOS. THE BISHOP AND ROWE EQUATIONS ARE DERIVED AND PRESENTED FOR DILATANCY EFFECTS. REFERENCES: CLASSIFICATION AND IDENTIFICATION OF SHALES, LLOYD B. UNDERWOOD, ASCE, (PROC. PAPER 5560), NOVEMBER 1967.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:39:14 GMT</pubDate>
      <guid>https://trid.trb.org/View/121404</guid>
    </item>
    <item>
      <title>THE STRESS-DILATANCY RELATION FOR STATIC EQUILIBRIUM OF AN ASSEMBLY OF PARTICLES IN CONTACT</title>
      <link>https://trid.trb.org/View/119098</link>
      <description><![CDATA[THE EQUILIBRIUM OF A MASS OF INDIVIDUAL PARTICLES SUBJECT TO A UNIFORM DEVIATORIC STRESS SYSTEM IS STUDIED. THE DILATANCY AND STRENGTH OF AN ASSEMBLY OF INDIVIDUAL PARTICLES IN CONTACT WHEN SUBJECTED TO A DEVIATORIC STRESS SYSTEM IS FOUND TO DEPEND ON THE ANGLE OF FRICTION BETWEEN THE PARTICLE SURFACES, ON THE GEOMETRICAL ANGLE OF PACKING, AND ON THE DEGREE OF ENERGY LOST DURING REMOULDING. A THEORETICAL AND EXPERIMENTAL STUDY OF IDEAL ASSEMBLIES OF RODS AND UNIFORM SPHERES ESTABLISHES EXPRESSIONS FOR THE RELATION BETWEEN THE RATE OF DILATANCY AND THE MAXIMUM STRESS RATIO FOR ANY IDEAL PACKING. THE MATHEMATICAL SOLUTION IS EXTENDED TO THE CASE OF A RANDOM ASSEMBLY OF IRREGULAR PARTICLES BY INVESTIGATING THE CONDITIONS UNDER WHICH THE MASS DILATES SUCH THAT THE RATE OF INTERNAL WORK ABSORBED IN FRICTIONAL HEAT IS A MINIMUM. THE MOHR-COULOMB CRITERION OF FAILURE, WHICH IS STRICTLY APPLICABLE TO A CONTINUUM, IS SHOWN NOT TO HAVE GENERAL APPLICATION TO A DISCONTINUOUS ASSEMBLY OF PARTICLES. EXPERIMENTS ON RANDOM MASSES OF STEEL, GLASS, AND QUARTZ IN WHICH ALL THE PHYSICAL PROPERTIES ARE MEASURED INDEPENDENTLY, SHOW THAT THE MINIMUM ENERGY CRITERION IS CLOSELY OBEYED BY HIGHLY DILATANT DENSE OVERCONSOLIDATED AND RELOADED ASSEMBLIES THROUGHOUT DEFORMATION TO FAILURE. FOR THE SPECIAL CASE OF NO VOLUME CHANGE, THE PLANES OF REPETITION OF PATTERN AND RESULTING FORCES ARE IDENTICAL AND THE SOLUTION AGREES THEN WITH THAT BASED ON THE MOHR-COULOMB THEORY. THE WELL-KNOWN SLIP PLANE IN DRAINED DISCONTINUOUS ASSEMBLIES IS PROVED TO BE THE RESULT OF FAILURE AND HAS NOTHING TO DO WITH THE PEAK STRENGTH. THE THEORY IS APPLIED TO CLAYS WITH THE CONCLUSION THAT THE STATEMENT OF SHEAR STRENGTH IN TERMS OF PARAMETERS OF THE GIVEN EQUATION MAY BE APPLIED TO THE ANALYSIS OF THE STABILITY OF SOIL STRUCTURES BY INTEGRATING THE EQUILIBRIUM OF A SERIES OF ELEMENTS OR SLICES OF THE EARTH MASS.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:12:15 GMT</pubDate>
      <guid>https://trid.trb.org/View/119098</guid>
    </item>
    <item>
      <title>EQUATIONS OF FAILURE STRESSES IN MATERIALS WITH ANISOTROPIC STRENGTH PARAMETERS</title>
      <link>https://trid.trb.org/View/126657</link>
      <description><![CDATA[THE MOHR-COULOMB EQUATIONS OF THE FAILURE STRESS AND PRANDTLS EQUATION OF THE BEARING CAPACITY ARE EXTENDED TO INCLUDE THE CASE OF A MEDIUM WITH ANISOTROPIC ANGLE OF INTERNAL FRICTION. /AUTHOR/]]></description>
      <pubDate>Mon, 12 Dec 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/126657</guid>
    </item>
    <item>
      <title>ROLE OF COHESIVE STRENGTH IN THE MECHANICS OF OVERTHRUST FAULTING AND OF LANDSLIDING</title>
      <link>https://trid.trb.org/View/127298</link>
      <description><![CDATA[THE MOHR-COULOMB CRITERION FOR FAILURE, MODIFIED IN LIGHT OF THE CONCEPT OF EFFECTIVE STRESS, IS STATED. HUBBERT AND RUBEY (1959) ASSUMED THAT ONCE A FRACTURE IS STARTED THE EMPIRICAL CONSTANT OF COHESIVE STRENGTH IS ELIMINATED AND FURTHER MOVEMENT RESULTS WHEN THE CRITICAL STRESS AT FAILURE EQUALS TANGENT THETA OF THE QUANTITY NORMAL PRESSURE MINUS THE PORE PRESSURE ACROSS THE PLANE OF INTERNAL SLIPPAGE AT FAILURE, THEY PROCEED, HOWEVER, TO USE THIS FORMULA FOR THE FRICTIONAL SLIDING OF COHESIONLESS BLOCK AS THE CRITERION OF FAILURE OF LARGE THRUSTS, AFTER THEY ASSUMED THAT THE EMPIRICAL CONSTANT OF COHESIVE STRENGTH COULD BE ELIMINATED THROUGH A CONCENTRATION OF STRESS. THIS ASSUMPTION LED TO THEIR CONCLUSIONS THAT VERY LONG OVERTHRUST BLOCKS ARE POSSIBLE AND THAT SUCH BLOCKS MAY HAVE MOVED BY GRAVITATIONAL SLIDING ALONG VERY GENTLE SLOPES. ARGUMENTS ARE PRESENTED TO SHOW THAT THEIR ASSUMPTION OF ZERO EMPIRICAL CONSTANT OF COHESIVE STRENGTH WAS BASED UPON A FAULTY ARGUMENT AND TO POINT OUT THAT THIS TERM SHOULD NOT BE OMITTED UNLESS IT COULD BE PROVED THE MOVING BLOCK SLID ALONG AN ALREADY EXISTING FRACTURE PLANE. THE FIRST PART OF THIS PAPER CONSISTS MAINLY OF CONCLUSIONS BASED ON COMPUTATIONS. CLEARLY, AN UNJUSTIFIED OMISSION OF A 200-BAR COHESIVE STRENGTH WOULD LEAD TO ERRONEOUS AND MISLEADING RESULTS, PARTICULARLY, GRAVITATIONAL SLIDING CANNOT BE AN IMPORTANT MECHANISM IF SUCH A COHESIVE STRENGTH HAS NOT BEEN ELIMINATED DURING OVER-THRUST FAULTING. THE SECOND PART PRESENTS EVIDENCE TO DISTINGUISH BETWEEN MOVEMENTS OF COHESIVELY BOUND BLOCKS AND COHESIONLESS BLOCKS. THE GLARUS OVERTHRUST, CHARACTERIZED BY PRESENCE OF A DUCTILELY DEFORMED LIMESTONE LAYER WITHIN THE THRUST ZONE, IS CONSIDERED A TYPICAL EXAMPLE OF THRUSTING OF COHESIVELY BOUND BLOCKS. THE HEART MOUNTAIN THRUST, CHARACTERIZED BY A SHATTERING OF THE UPPER PLATE AND ABSENCE OF A WEAK LAYER ABOVE THE THRUST CONTACT, IS INTERPRETED AS AN EXAMPLE OF THRUSTING OF COHESIONLESS BLOCKS. THE FORMER IS COMPARED TO SLOWLY CREEPING SLIDES MOVING AT RATES OF CENTIMETERS OR LESS PER YEAR, AND THE LATTER WITH CATASTROPHIC LANDSLIDES (SUCH AR THE FLIMS, GOLDAY, AND VAIONT SLIDES) MOVING AT SPEEDS OF MANY METERS PER SECOND. THE CONCLUSION OF RALEIGH AND GRIGGS (1963) THAT LARGE THRUSTS CAN ONLY FORM WHEN A TOE OF THE THRUST IS CONTINUALLY ERODED IS ALSO TRACED TO ASSUMPTION OF ZERO COHESIVE STRENGTH ALONG THRUST PLANE. OTHERWISE, THE TOE EFFECT WOULD PRODUCE A ZONE OF IMBRICATION AT THE FRONT OF OVER THRUST BLOCKS, PARTICULARLY THOSE SLIDING DOWNSLOPE UNDER THEIR OWN WEIGHT. /AUTHOR/]]></description>
      <pubDate>Thu, 15 Sep 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/127298</guid>
    </item>
    <item>
      <title>ROLE OF COHESIVE STRENGTH IN THE MECHANICS OF OVERTHRUST FAULTING AND OF LANDSLIDING: DISCUSSION AND REPLY</title>
      <link>https://trid.trb.org/View/127299</link>
      <description><![CDATA[THE DISCUSSION INDICATES THAT THE CONFUSION CONCERNING THE EFFECT OF THE COHESIVE STRENGTH MAY HAVE THREE PRINCIPAL SOURCES: (1) AN ADMITTEDLY ERRONEOUS ASSUMPTION THAT THE SURFACES MAY BE TREATED AS GEOMETRICAL PLANES, (2) AN UNTENABLE ASSUMPTION THAT ROCKS UNDER THE STRESS CONDITIONS EXISTING IN LARGE OVERTHRUSTS STILL OBEY THE SIMPLE LABORATORY LAW OF FRICTIONAL SLIDING, AND (3) A SEMANTIC DIFFICULTY ARISING FROM CALLING UNLIKE THINGS BY THE SAME NAME. THE COULOMB LAW OF FRICTIONAL SLIDING IN ROCK DEFORMATION DOES NOT HOLD UNDER CONDITIONS OF EXTREME STRESS ACCORDING TO DATA OBTAINED BY TRIAXIAL TESTING. HSU USED A TERM TO SIGNIFY BOTH THE COHESIVE STRENGTH OF THE INITIALLY UNFRACTURED ROCK AND THE RESISTANCE TO SLIPPING ALONG A SURFACE OF FRACTURE. THIS SYMBOL ACTUALLY REPRESENTS THE ORDINATE OF THE POINT OF INTERSECTION ON THE MOHR DIAGRAM OF THE MOHR ENVELOPE OBTAINED BY A SERIES OF TRIAXIAL TESTS ON SUCCESSIVE SPECIMENS OF THE SAME ROCK. IT, THEREFORE, IS A MEASURE OF THE SHEAR STRENGTH OF A PREVIOUSLY UNFRACTURED ROCK ALONG A SURFACE ACROSS WHICH THE NORMAL STRESS IS ZERO. THE REPLY DISCUSSES THE MOHR-COULOMB LAW AS A GENERAL CRITERION OF SHEAR FAILURE. SINCE THE ANALYSIS OF THE MECHANICS OF THRUSTING AND LANDSLIDING WAS BASED UPON THE MOHR-COULOMB RELATION AS A GENERAL CRITERION, THE TREATMENT IS APPLICABLE NOT ONLY TO OVERTHRUSTS AND SLIDES WHICH MOVED BY FLOWAGE, BUT ALSO TO THOSE WHICH SLID ALONG PRE-EXISTING FRACTURE SURFACES. THE DEVIATION OF THE MOHR ENVELOPE FROM STRAIGHT LINES GIVES A MEASURE OF THE ERROR INTRODUCED THROUGH THE ASSUMPTION OF CONSTANTS. THE BEHAVIOR OF DIFFERENT SEDIMENTARY ROCKS IS SO DIFFERENT THAT A JUDGMENT OF THE APPLICABILITY OF THE MOHR-COULOMB LAW MUST BE MADE FOR THE INDIVIDUAL CASES. THE GRAVITATIONAL SLIDING OF A BLOCK ALONG A PRE-EXISTING FRACTURE SURFACE WOULD LEAD TO A CATASTROPHIC SLIDE ONLY IF ITS MOVEMENT IS NOT CHECKED. THE REPLY AGREES THAT A NEW SYMBOL SHOULD BE PROPOSED TO DESIGNATE THE RESISTANCE TO SLIPPING ALONG A SURFACE OF FRACTURE WHEN THE EFFICTIVE NORMAL PRESSURE IS ZERO. THE SYMBOL USED ORIGINALLY WAS MEANT FOR THE INITIAL SHEAR STRENGTH OF UNFRACTURED ROCK EVEN WHEN THE CASES OF REDUCED COHESION WERE DISCUSSED. THE EXPRESSION 'INITIAL SHEARING RESISTANCE TO FRICTIONAL SLIDING ALONG PREEXISTING FRACTURE SURFACE' IS SUGGESTED RATHER THAN ADHESIVE STRENGTH, OR INITIAL SHEARING RESISTANCE.]]></description>
      <pubDate>Thu, 15 Sep 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/127299</guid>
    </item>
    <item>
      <title>SHEAR STRENGTH GENERATION IN STABILIZED SOILS</title>
      <link>https://trid.trb.org/View/123650</link>
      <description><![CDATA[THIS STUDY WAS CONDUCTED TO DETERMINE THE INFLUENCE OF CEMENTATION ON THE STRESS-STRAIN AND STRENGTH BEHAVIOR OF SOILS AND TO DEVELOP A MECHANISTIC PICTURE WHICH WOULD HELP PREDICT FIELD PERFORMANCE. TRIAXIAL COMPRESSION TESTS WERE CONDUCETED ON THREE UNTREATED AND ARTIFICIALLY CEMENTED /STABILIZED/ SOILS' A SAND, A CLAYEY SILT, AND A PLASTIC CLAY CEMENTED WITH HYDRATED LIME AND/OR PORTLAND CEMENT. THE SAMPLES WERE COMPACTED, SATURATED, AND TESTED IN DRAINED SHEAR WITH VOLUME CHANGE MEASUREMENTS AND/OR IN UNDRAINED SHEAR WITH PORE WATER PRESSURE MEASUREMENTS OVER A WIDE RANGE OF CONSOLIDATION PRESSURES /0 TO OVER 50 KG/CM SQUARED./ IT WAS CONCLUDED THAT THE EFFECTIVE STRESS PRINCIPLE APPLIES TO THE STRENGTH BEHAVIOR OF SATURATED STABILIZED SOILS, THE ADDITION OF A CEMENTING MATERIAL SUCH AS HYDRATED LIME OR PORTLAND CEMENT CAN SUBSTANTIALLY INCREASE THE MOHR-COULOMB EFFECTIVE COHESION INTERCEPT OF BOTH COARSE-GRAINED AND FINE-GRAINED SOILS, AND CEMENTATION HAS ESSENTIALLY NO EFFECT ON THE EFFECTIVE MOHR-COULOMB ANGLE OF INTERNAL FRICTION OF A COARSE-GRAINED SOIL PROVIDED THE DENSITY OF THE SAND EXCLUDING THE CEMENT IS KEPT CONSTANT. FOR STABILIZED SOILS THE MOHR-COULOMB CRITERION OF FAILURE IN TERMS OF EFFECTIVE STRESSES REPRESENTS CONDITIONS WHEN THE SUM OF THE COHESIVE RESISTANCE DUE TO CEMENTATION AND THE FRICTIONAL RESISTANCE DUE TO PARTICLE-PARTICLE CONTRACT, GEOMETRIC INTERFERENCE, AND DILATANCY IN THE CASE OF DRAINED SHEAR, IS A MAXIMUM. THE LARGER INCREASE IN THE FRICTIONAL RESISTANCE OF A FINE-GRAINED SOIL WHEN A STABILIZER IS ADDED IS BELIEVED TO BE DUE TO THE FORMATION OF STRONGLY CEMENTED LARGE AGGREGATES OF FINE-GRAINED PARTICLES WHICH ARE HELD TOGETHER BY A WEAKER CONTINUOUS CEMENTATION. THE ADDITION OF LIME OR CEMENT TO A SOIL CAUSES ITS UNDRAINED SHEAR STRENGTH TO INCREASE AND ITS INITIAL TANGENT MODULUS WHICH REDUCES THE STRAIN REQUIRED TO REACH THE MAXIMUM PRINCIPAL STRESS DIFFERENCE. THE SHEAR STRENGTH OF A STABILIZED SOIL INCREASES WITH INCREASING CONSOLIDATION PRESSURE.]]></description>
      <pubDate>Thu, 21 Jul 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/123650</guid>
    </item>
    <item>
      <title>FAILURE PATHS AND SAFETY FACTORS FOR MULTIAXIAL STRESS IN CONCRETE</title>
      <link>https://trid.trb.org/View/351801</link>
      <description><![CDATA[Although mass concrete structures, such as dams are governed by multiaxial stress patterns, their safety is commonly evaluated in terms of a uniaxial safety measure.  To assist such a structure's safety more realistically a multiaxial failure criterion and a relevant stress path to failure could be chosen in a reformulation of the safety measure. This paper compares the Mohr failure envelope with the principal stress failure envelope in terms of feasible paths, and their effect on the safety factor for a medium-strength concrete.  Different values of the commonly defined safety factor are shown to be obtained for identical states of stress because of different assumptions for the initial stress state.  To evaluate the safety of existing structures, the most likely failure path should be considered, and a distinction made between new and existing structures in the assumption of the initial state of stress.]]></description>
      <pubDate>Mon, 31 Dec 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/351801</guid>
    </item>
    <item>
      <title>RELIABILITY ANALYSIS OF MOHR FAILURE CRITERION</title>
      <link>https://trid.trb.org/View/295090</link>
      <description><![CDATA[In this study, a Mohr failure envelope is chosen, and an investigation is made of the relation between the traditional factor of safety and a statistical reliability assessment in terms of levels of uncertainty with respect to loads and material properties.  Using the Mohr failure criterion for a biaxial state of stress in mass concrete, the Hasofer-Lind reliability index is calculated for given second-moment information on load and resistance parameters. This index is compared in a number of ways with the traditional factor of safety criterion, in terms of levels of uncertainty of the parameters and in terms of some characteristics of concrete.  It was concluded that the probabilistic measure describes safety in a manner that is consistent with the deterministic measure, but more informatively.]]></description>
      <pubDate>Sun, 30 Apr 1989 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/295090</guid>
    </item>
    <item>
      <title>A NEW CURVE FITTING METHOD FOR THE TRIAXIAL STRENGTH OF ROCKS. LARGE ROCK CAVERNS - PROCEEDINGS OF THE INTERNATIONAL SYMPOSIUM, HELSINKI, FINLAND, 25-28 AUGUST 1986. VOLUME 2</title>
      <link>https://trid.trb.org/View/290870</link>
      <description><![CDATA[A new empirical criterion is proposed to describe the triaxial strength of rocks.  According to this criterion, the Mohr failure envelopes of rocks are described by cycloidal curves.  Application to published and laboratory determined triaxial test results shows that the criterion gives an upperbound curve fit to the triaxial strength Mohr failure circles of rocks.  The method is easy and practical to use and is recommended for application to the design of underground openings.  For the covering abstract of the symposium see IRRD 810647.  (Author/TRRL)]]></description>
      <pubDate>Fri, 30 Sep 1988 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/290870</guid>
    </item>
    <item>
      <title>THE INFLUENCE OF CONFINING PRESSURE ON THE SHEAR STRENGTH OF COMPACTED ROCK FILL</title>
      <link>https://trid.trb.org/View/166727</link>
      <description><![CDATA[Large-scale drained triaxial compression tests have been carried out on heavily compacted samples of different types of rockfill over a range of confining pressures.  The Mohr failure envelopes show pronounced curvature, particularly at low stresses.  An assessment has been made of the significance of this for the stability of rockfill slopes where generally the shear strength of the rockfill at low stresses is of major importance.  It is concluded that in many instances rockfill embankments could be built with slopes much steeper than those currently adopted and still have an adequate factor of safety against stability failure.  (Author/TRRL)]]></description>
      <pubDate>Sat, 15 Aug 1981 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/166727</guid>
    </item>
    <item>
      <title>SKIN FRICTION ON PILES</title>
      <link>https://trid.trb.org/View/86846</link>
      <description><![CDATA[This is a discussion of 2 previously published parpers: Effective stress methods for calculating Skin Friction on Driven Piles in Soft Clay, and A Study of Skin Friction Piles in Stiff Clay.  Comments are made on the use of the Mohr-Coulomb theory of failure to study the stress conditions at failure in the soil at a pile interface. Major difficulties in applying classical concepts to the soil around a pile are noted.  The authors' reply to the discussion is also included.]]></description>
      <pubDate>Wed, 13 Jun 1979 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/86846</guid>
    </item>
    <item>
      <title>STRENGTH CHARACTERISTICS OF REINFORCED SOIL</title>
      <link>https://trid.trb.org/View/60110</link>
      <description><![CDATA[Reinforced soil is a soil strengthened by a material capable of resisting tensile stresses and interacting with the soil through friction and/or adhesion.  The effect of the reinforcement can be interpreted as a restraint against expansion in form of induced normal or shear stresses. Treating reinforced soil as a homogeneous anisotropic material the increased strength can be analysed in terms of the Mohr-Coulomb failure theory.  The orientation of the reinforcement is shown to affect strength increase and failure mode.  Experimental data support the concepts put forward. /Author/TRRL/]]></description>
      <pubDate>Wed, 26 Apr 1978 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/60110</guid>
    </item>
    <item>
      <title>TENSILE-SHEAR BOND STRENGTH AND FAILURE BETWEEN AGGREGATE AND MORTAR</title>
      <link>https://trid.trb.org/View/46450</link>
      <description><![CDATA[The purpose of this study was to investigate the tensile-shear bond strength and failure of the mortar-aggregate interface.  The techniques used are reported.   The results indicate that the Mohr failure envelope in the tension-shear quadrant is almost a straight line and that the failure is essentially tensile in nature.]]></description>
      <pubDate>Sat, 04 Sep 1976 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/46450</guid>
    </item>
    <item>
      <title>THEORIES WITH DISCUSSION</title>
      <link>https://trid.trb.org/View/38535</link>
      <description><![CDATA[The symposium on laboratory shear testing of soils, sponsored by ASTM Committee D-18 on Soils for Engineering Purposes and the National Research Council of Canada, was held in four sessions from September 9 to 11, 1963, in Ottawa, Canada.  The author summaried the papers presented at the first session of the symposium.  He contends that theories of shear strength occupy an important place on soil mechanics.  They have to satisfy two main requirements: (1) the theories should describe the shear strength relationships of soils by means of fundamental strength parameters (analytical requirement); (2) these parameters should be directly applicable to strength and stability problems, such as earth pressures, stability of slopes, and bearing capacity of foundations (design requirements). Unfortunately, it is difficult to satisfy both the analytical and design requirements at the same time.  The Coulomb-Mohr theory and others are explored in seven papers divided into two sections, the first concerns significant limitations of the Coulomb-Mohr theory and the second section deals with some important factors influencing the components of shear-strength parameters.  Discussion follows the Meyerhof's review of the articles.]]></description>
      <pubDate>Wed, 07 May 1975 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/38535</guid>
    </item>
    <item>
      <title>THE UNIQUENESS OF THE MOHR-COULOMB CONCEPT IN SHEAR FAILURE WITH DISCUSSION</title>
      <link>https://trid.trb.org/View/38537</link>
      <description><![CDATA[The Mohr-Coulomb concept has been widely used in soil mechanics to define the state of failure in shear.  The concept is a combination of two failure criteria.  The one relates failure to the extreme critical values of the principal stresses and defines the failure criterion by the envelope of a series of critical stress combinations; the other defines failure as the maximum ratio of the shear stress to the normal stress on the failure or slip plane(s). This concept proves to be valid for granular systems within a certain range of densities.  The uniqueness of its applicability in these cases results from the unique physical property of the material, the internal friction of the aggregate.  The concept proves to be invalidated in the case of the cohesive soil groups by additional properties of particle systems.  The nature of particle bonds is discussed in connection with the recoverable, time-indpendent strains and the permanent, time-dependent strains in the range of flow.  The flow properties are established by the strain rate of the material.  Both the range of recoverable strains and the range of flow strains are demonstrated by results of "tricell" tests on saturated, remolded clays in the undrained condition.  From a discussion of these results there follows a failure criterion related to the elastic behavior of the system. Neither the Mohr-Coulomb concept, nor the condition of plasticity (Von Mises-maximum elastic distortion energy) applies to the shear failure of clays in an undrained condition.  Discussion: I.K. Lee emphasizes the significance of the permanent strains below the yield value resulting from the air content of the specimen.  He attributes this to the lack of sensitivity of the apparatus.  He also contends that the yeild value and the flow limit were obtained by an arbitrary selection of points on a stress- strain curve.  Lee's criticisms on these points and others are counter by Geuze.  Adel S. Saada discussion contains four distinct parts: (1) Coulomb failure conditions in a stress space; (2) references to investigations of the effect of the intermediate principal stress on the ratio of the extreme values of the principal stresses at failure. Saada discusses these results and arrives at the conclusion that comparison of these results with author's seems difficult.  (3) Dr. Saada questions Geuze sources of information concerning the straightness of Mohr circle envelopes.  (4) Saada then explores the applicability of Coulomb's law.  Ronald F. Scott prefers the yeild surface in the principal stress space as a basis for a failure concept of a granular medium.]]></description>
      <pubDate>Wed, 07 May 1975 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/38537</guid>
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