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    <title>Transport Research International Documentation (TRID)</title>
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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>DESIGN PROCEDURES FOR DYNAMICALLY LOADED FOUNDATIONS</title>
      <link>https://trid.trb.org/View/121888</link>
      <description><![CDATA[PRACTICAL METHODS FOR THE ANALYSIS OF FOUNDATIONS SUBJECTED TO DYNAMIC LOADINGS ARE DISCUSSED AND DESIGN METHODS ARE PROPOSED. THESE METHODS USE A SYSTEM OF LUMPED MASSES, SPRINGS, AND DASHPOTS APPROXIMATELY EQUIVALENT TO THE ACTUAL FOUNDATION SOIL SYSTEM. THE KEY STEP OF EVALUATING THE LUMPED PARAMETERS OF THE SYSTEM WAS OBTAINED FROM THE THEORIES OF FOOTINGS RESTING ON SEMI-INFINITE ELASTIC BODIES. /ASCE/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:13 GMT</pubDate>
      <guid>https://trid.trb.org/View/121888</guid>
    </item>
    <item>
      <title>FACTORS IN JOINT SEAL DESIGN</title>
      <link>https://trid.trb.org/View/110061</link>
      <description><![CDATA[RECENT THEORETICAL AND EXPERIMENTAL INVESTIGATIONS HAVE HELPED TO EXPLAIN THE BEHAVIOR OF ONE-PHASE /SOLID/ EXTENSION-COMPRESSION TYPE JOINT AND CRACK SEALANTS AND HAVE REVEALED THEIR LIMITATIONS. IF A ONE-PHASE, CONSTANT VOLUME SEALANT HAS TO GO THROUGH A TENSION CYCLE, TWO SITUATIONS ARE POSSIBLE' /1/ IF THE SEALANT IS ELASTIC WITH NO PERMANENT DEFORMATION AND STRESS RELAXATION, LONG-TERM STRESS ON THE BOND INTERFACE COUPLED WITH IMPERFECTIONS IN THE BOND AND WATER EFFECTS CAN RESULT IN ADHESION FAILURE OF THE SEAL, OR /2/ IF THE SEALANT UNDERGOES PERMANENT DEFORMATION /ACCOMPANIED BY STRESS RELAXATION/, THE STRESSES ON THE BOND MAY BECOME SMALL /OR NEGLIGIBLE/, BUT THE SHAPE OF THE SEALANT IS DISTORTED. THIS AGAIN MAY RESULT IN INABILITY OF A SEALANT TO PERFORM ITS FUNCTION. IT IS APPARENT THAT A SEAL WHICH CAN RETAIN ITS SHAPE AND NOT PLACE ANY TENSILE STRESS ON THE CONTACT SURFACE BETWEEN THE SEALANT AND THE JOINT WOULD BE MORE EFFECTIVE, AT LEAST THEORETICALLY. RECENT FIELD RESEARCH HAS INDICATED THAT AT LEAST ONE TYPE OF PRECOMPRESSED ELASTIC SEALANT WHICH IS IN COMPRESSION ALL THE TIME PROMISES TO SERVE LONGER THAN TENSION-COMPRESSION SEALANTS WHEN RELATIVELY LARGE JOINT WIDTH VARIATIONS ARE EXPECTED. POURED-IN-PLACE TENSION- COMPRESSION SEALANTS ARE EXPECTED TO PERFORM WELL IN JOINTS WITH QUITE SMALL CYCLIC VARIATIONS IN WIDTH. CRACKS CAN ALSO BE SEALED WITH SUCH SEALANTS. /AUTHOR/]]></description>
      <pubDate>Mon, 12 Dec 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/110061</guid>
    </item>
    <item>
      <title>TABULATED VALUES FOR DETERMINING THE COMPLETE PATTERN OF STRESSES, STRAINS, AND DEFLECTIONS BENEATH A UNIFORM CIRCULAR LOAD ON A HOMOGENEOUS HALF SPACE</title>
      <link>https://trid.trb.org/View/126952</link>
      <description><![CDATA[RESULTS OF EXTENSIVE COMPUTATIONS ARE PRESENTED IN A MANNER THAT PERMITS SIMPLE DETERMINATION OF THE COMPLETE PATTERN OF STRESS, STRAIN, AND DEFLECTION AT POINTS BENEATH A UNIFORM CIRCULAR LOAD ON AN ELASTIC, HOMOGENEOUS, ISOTROPIC, HALF SPACE. TABULATIONS ARE PRESENTED OF EIGHT FACTORS FOR A DENSE NETWORK OF POINTS IN TERMS OF DEPTH BELOW THE LOAD AND RADIAL DISTANCE FROM THE LOAD AXIS. SIMPLE FORMULAS ARE PRESENTED USING THESE FACTORS AND POISSON'S RATIO BY WHICH ANY COORDINATE STRESS, STRAIN, OR DEFLECTION MAY BE DETERMINED FOR ANY VALUE OF POISSON'S RATIO. /AUTHOR/]]></description>
      <pubDate>Fri, 22 Jul 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/126952</guid>
    </item>
    <item>
      <title>FOOTING VIBRATION WITH NONLINEAR SUBGRADE SUPPORT</title>
      <link>https://trid.trb.org/View/126877</link>
      <description><![CDATA[MOST THEORETICAL PROCEDURES NOW AVAILABLE FOR DESIGN AND ANALYSIS INVOLVE ONLY LINEARLY ELASTIC SUBGRADE RESISTANCE; IN MANY STRUCTURES SUCH A REPRESENTATION IS QUITE SATISFACTORY, AND THE MOST RATIONAL THEORETICAL APPROACH AT PRESENT IS THE ELASTIC HALF-SPACE REPRESENTATION. TO STUDY THE EFFECT OF NONLINEAR SUBGRADE RESISTANCE ON THE MOTIONS OF A FOUNDATION UNDERGOING HARMONIC VIBRATION, A SINGLE- DEGREE-OF-FREEDOM MODEL WAS DEVELOPED WHICH IN THE ELASTIC DOMAIN EXHIBITED THE SAME TYPE OF MOTION AS THE ELASTIC HALF-SPACE APPROACH. TWO TYPES OF NONLINEAR SUBGRADE RESISTANCE WERE STUDIED. SINCE THE ANALYSIS OF THE NONLINEAR VIBRATION SYSTEM IS NOT A STRAIGHTFORWARD PROCEDURE, THE RESULTS HAVE BEEN PRESENTED IN A DIMENSIONLESS FORM TO MAKE THEM OF PRACTICAL USE. COMPARISONS WITH FIELD DATA ARE PRESENTED, AND THE RESPONSE WAS MORE CLOSELY REPRESENTED IN TERMS OF SHIFT OF RESONANT FREQUENCY AND SHAPE OF THE RESPONSE CURVES THROUGH USE OF THE NONLINEAR HYPERBOLIC TANGENT RESISTANCE THAN BY A LINEARLY ELASTIC RESISTANCE. USE OF THE MODEL FOR PRACTICAL SITUATIONS INVOLVING LINEAR OR NONLINEAR SUBGRADE RESISTANCE, AND FOR SCALING BETWEEN DIFFERENT SIZE FOOTINGS IS PRESENTED. /ASCE/]]></description>
      <pubDate>Sun, 13 Feb 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/126877</guid>
    </item>
    <item>
      <title>DEFORMATION OF SAND IN SHEAR</title>
      <link>https://trid.trb.org/View/126880</link>
      <description><![CDATA[THE BEHAVIOR OF AN OTTAWA SAND UNDER DIFFERENT COMBINATIONS OF HYDROSTATIC AND DEVIATORIC STRESSES HAS BEEN STUDIED IN A NEW SOIL TEST BOX. THE GENERAL SHEARING BEHAVIOR WITH SPECIAL REFERENCE TO THE PROPORTIONS OF ELASTIC AND PLASTIC COMPONENTS OF THE SHEARING DEFORMATIONS IS DESCRIBED. THESE WERE EXAMINED BY LOADING AND UNLOADING THE SAMPLE ALONG PRESELECTED STRESS PATHS. THE SAMPLE WAS UNDER A THREE-DIMENSIONAL STRESS STATE AND THE REQUIRED STRESSES WERE CONVENIENTLY GENERATED BY MEANS OF THE STRESS CONTROL DEVICE DEVELOPED IN CONNECTION WITH THE SOIL TEST BOX. /ASCE/]]></description>
      <pubDate>Sun, 13 Feb 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/126880</guid>
    </item>
    <item>
      <title>A MOVE TO HIGH-TECH TIE-DOWNS</title>
      <link>https://trid.trb.org/View/384742</link>
      <description><![CDATA[Increased freight car weight on rail, increased train speeds, greater tonnages on mainlines, greater traffic densities - these things are all contributing to a search, by railroads and by suppliers, for improved, stronger, longer-lasting track structure.  Design innovations in track fastening systems come down to two basic questions:  what is really needed; and, how much is it going to cost.  The article looks at some of the new fasteners, such as Kerr-McGee's RailFast and Pandrol's new computer-designed switch-on, switch-off fasteners, and considers the economics of these systems.]]></description>
      <pubDate>Thu, 27 Jan 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/384742</guid>
    </item>
    <item>
      <title>FINITE-ELEMENT ELASTIC BUCKLING ANALYSIS</title>
      <link>https://trid.trb.org/View/105365</link>
      <description><![CDATA[AN ITERATIVE BUCKLING ANALYSIS IS FORMULATED, USING MATRIX METHODS AND FINITE ELEMENTS. EXAMPLES ARE PRESENTED OF COLUMN ANALYSES THAT USE BOTH THE FORCE AND DISPLACEMENT METHODS OF STRUCTURAL ANALYSIS. THE ANALYSIS PROCEDURE APPEARS TO BE SUITABLE FOR PROGRAMMING ON THE DIGITAL COMPUTER. ELASTIC BOUNDARY CONDITIONS AND IRREGULAR GEOMETRY AND STRUCTURAL PROPERTIES ENTER THE FORMULATION EASILY AND NATURALLY. THE PROCEDURE REQUIRES NO SPECIAL DERIVATIONS OF ELEMENTS AND ONLY ONE LINEAR ANALYSIS OF THE STRUCTURE. THE RESULTS OF THE LINEAR ANALYSIS ARE UTILIZED TO FORM AN EIGENVALUE PROBLEM THAT IS SOLVED FOR THE BUCKLING LOAD. THE PROCEDURE APPEARS APPLICABLE TO MORE COMPLICATED PROBLEMS THAN THE EXAMPLES, SUCH AS PLATE BUCKLING OR LOCAL CRIPPLING. /ASCE/]]></description>
      <pubDate>Mon, 24 Jan 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/105365</guid>
    </item>
    <item>
      <title>TECHNIQUE FOR DETERMINING TRAVEL CHOICES FOR A MODEL OF NONWORK TRAVEL</title>
      <link>https://trid.trb.org/View/87718</link>
      <description><![CDATA[In transportation corridor studies, it is not always clear whether the effects of non-mode-choice decisions for discretionary travel demand should be considered in detailed analyses.  This paper presents a manual approach that can be used by planners to determine quickly whether time-of-day, trip frequency, or destination choice effects can be neglected early in the planning process.  The approach relies on demand elasticities obtained from disaggregate travel demand models.  Demand models that capture the causal structure of shopping trip decisions were first introduced in 1972 in a study performed by Charles River Associates for the Federal Highway Administration.  To simplify the modeling approach, the study developed the concept of inclusive price.  This paper presents a revised specification of the inclusive price variables and identifies the resulting new elasticity equations for separable discretionary travel demand models.  The differences between the previous and revised definitions of elasticity with respect to travelers' responses to changes in transportation level of service are highlighted. /Author/]]></description>
      <pubDate>Tue, 15 Sep 1981 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/87718</guid>
    </item>
    <item>
      <title>RELATION BETWEEN THE FORCE AND ENERGY OF ROCK CUTTING AND PHYSICAL PROPERTIES OF THE ROCK</title>
      <link>https://trid.trb.org/View/146751</link>
      <description><![CDATA[The physical properties taken into account are: resistance to imprint, simple compression strength, velocity of longitudinal elastic wave propagation, the latter is regarded as the characteristic state of the resistance of a rock mass to cutting. (TRRL)]]></description>
      <pubDate>Wed, 30 Jan 1980 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/146751</guid>
    </item>
    <item>
      <title>THEORETICAL STUDY OF LATERAL REACTION MECHANISM OF PILES</title>
      <link>https://trid.trb.org/View/60613</link>
      <description><![CDATA[The mechanism of the lateral reaction of piles in an elastic-plastic medium is examined.  Plane strain is first assumed.  The analytical solution for a circular section in an elastic medium is given.  The influence of pile section (square pile), disturbance of a soil ring around the pile, plastic yield of soil in undrained behaviour (Tresca's criterion) are studied by means of the finite element method.  All these factors affect strains and stresses only in the vicinity of the pile.  Graphs are given making it possible to calculate the corresponding corrective terms to be applied to the analytical solution. In a second step, which defines the value of the outside radius of this two-dimensional model, the simplified three-dimensional problem of a horizontally-loaded vertical axis in a semi-infinite elastic solid is studied using Mindlin's Solution for a point force.  The influence of the relative soil-pile rigidity, head loading and fixing conditions, which have an effect especially on distant fields, are taken into account and quantified by simple rules for determining this outside radius.  Finally, a specific numerical application of the results is made and the solution is very satisfactorily compared with experimental measurements. /Author/TRRL/]]></description>
      <pubDate>Wed, 28 Jun 1978 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/60613</guid>
    </item>
    <item>
      <title>ULTIMATE STRENGTH OF CONTINUOUS COMPOSITE BEAMS</title>
      <link>https://trid.trb.org/View/46866</link>
      <description><![CDATA[Ultimate strength and failure modes of continuous composite beams are studied experimentally and theoretically.  The theoretical analysis is based on a stress-strain relationship for steel including elastic, plastic, and strain-hardening regions and a stress-strain relation for concrete including ascending and descending portions. Behavioral studies were conducted for a series of beams in which steel sections, concrete slab thickness, and amounts of longitudinal slab reinforcement are varied.  Three two-span continuous composite beams were tested. Theoretical values of ultimate load are in good agreement with test results.  Based on experimental and theoretical results, design requirements are proposed for ultimate strength design of continuous composite beams.  /Author/]]></description>
      <pubDate>Wed, 06 Oct 1976 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/46866</guid>
    </item>
    <item>
      <title>ESTIMATION OF CONCRETE STRAINS AND PRESTRESS LOSSES IN PRETENSIONED MEMBERS</title>
      <link>https://trid.trb.org/View/94336</link>
      <description><![CDATA[THIS REPORT DESCRIBES A LONG-TERM STUDY OF CONCRETE STRAINS IN PRETENSIONED CONCRETE STRUCTURAL MEMBERS.  TEST DATA OVER A PERIOD OF THREE YEARS HAVE BEEN INCLUDED IN THIS STUDY.  THE CONCRETE STRAINS ARE SEPARATED INTO THREE COMPONENTS: ELASTIC SHORTENING, SHRINKAGE AND CREEP AND A FUNCTIONAL EXPRESSION IS DEVELOPED FOR EACH.  COMBINING THESE COMPONENTS, A GENERAL STRESS-STRAIN-TIME RELATIONSHIP OF CONCRETE IS DERVIED WHICH ALLOWS THE ESTIMATION OF THE CONCRETE STRAIN WHEN THE OTHER TWO VARIABLES ARE GIVEN. THE CONCRETE STRESS-STRAIN-TIME RELATIONSHIP IS FURTHER COMBINED WITH A SIMILAR RELATIONSHIP FOR THE PRESTRESSING STRANDS, AND A GENERAL ANALYTICAL PROCEDURE FOR THE PREDICTION OF PRESTRESS LOSS IS DEVELOPED.  APPLICATION OF THIS GENERAL PROCEDURE TO UNIFORMLY (CENTRALLY) PRESTRESSED CONCRETE MEMBERS IS DEMONSTRATED, AND RESULTS COMPARED WITH THE EXPERIMENTALLY OBTAINED VALUES.  PENDING FURTHER FERIFICATIONS, THIS SAME PROCEDURE, WITH MINOR MODIFICATIONS, IS EXPECTED TO BE ALSO APPLICABLE TO MEMBERS PRESTRESSED NON-UNIFORMLY (ECCENTRICITY) AND/OR SUBJECTED TO EXTERNAL LOADING.  /AUTHOR/]]></description>
      <pubDate>Wed, 05 Jun 1974 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/94336</guid>
    </item>
    <item>
      <title>FINITE ELEMENT METHOD ACCURACY FOR WAVE PROPAGATION PROBLEMS</title>
      <link>https://trid.trb.org/View/126038</link>
      <description><![CDATA[THE RESULTS ARE PRESENTED OF A STUDY CONCERNING THE ACCURACY OF DISPLACEMENTS CAUSED BY A SINGLE, HARMONIC, ONE-DIMENSIONAL ELASTIC WAVE PROPAGATING THROUGH A FINITE ELEMENT MESH.  A FINITE MODEL OF THE SEMI-INFINITE CONSTRAINED ROD THAT WAS DEVELOPED IS ILLUSTRATED.  THE DASHPOT CONSTANT REQUIRED IN DESIGNING THE FINITE MODEL (ILLUSTRATED) SUCH THAT PERFECT ABSORPTION OF THE NORMALLY INCIDENT ELASTIC WAVE IS ATTAINED, CAN BE DETERMINED FROM ONE DIMENSIONAL WAVE PROPAGATION THEORY.  A FINITE ELEMENT ANALYSIS WAS PERFORMED FOR BOTH THE PLANE STRAIN AND THE AXISYMMETRIC PROBLEMS USING RECTANGULAR ELEMENTS.  SOLUTIONS FOR BOTH THE PLANE STRAIN CASE AND THE AXISYMMETRIC CASE WERE OBTAINED; THE RESULTS FOR BOTH CASES WERE IDENTICAL WHEN USING THE CONSISTENT MASS MATRIX, BUT DIFFERED BY AN INSIGNIFICANT AMOUNT WHEN THE MASS WAS LUMPED AT NODAL POINTS.  ONLY THE PLANE STRAIN RESULTS ARE PRESENTED.  A DISCUSSION OF ERROR ANALYSIS GIVES CONSIDERATION TO THE HOMOGENEOUS ROD AND THE TWO-MATERIAL ROD.  THE CONSTRAINED ROD IS THE SIMPLEST OF ALL PROBLEMS INVOLVING ELASTIC WAVES PROPAGATING IN SEMI-INFINITE SYSTEMS BECAUSE ONLY ONE WAVE TYPE EXISTS AND ITS DIRECTION IS KNOWN.  THEREFORE, THE STRESS DUE TO THE PROPAGATING PLANE WAVE IS KNOWN AND MAY BE APPLIED TO THE BASE OF THE FINITE ROD.  REPRESENTING THE FINITE ROD BY A SYSTEM OF FINITE ELEMENTS PERMITS A RIGOROUS ANALYSIS OF THE ACCURACY OF THE FINITE ELEMENT METHOD FOR APPROXIMATING THE ELASTIC CONTINUUM IN STEADY STATE WAVE PROPAGATION PROBLEMS.  THE RESULTS FOR THE STEADY-STATE RESPONSE OF A FINITE MODEL OF SEMI-INFINITE ELASTIC CONSTRAINED ROD ARE DISCUSSED.  THE USE OF THE CONSISTENT MASS MATRIX IS DISCUSSED.  THE ADVANTAGES IN THE USE OF THE LUMPED MASS MATRIX TO SOLVE TRANSIENT PROBLEMS IS CONSIDERED TO BE THE COMPUTER STORAGE SPACE SAVING.  USE OF THE COMPLEX VECTOR METHOD TO SOLVE STEADY STATE DYNAMICS PROBLEMS, REPRESENTS NO SUCH SAVING.]]></description>
      <pubDate>Wed, 15 May 1974 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/126038</guid>
    </item>
    <item>
      <title>SEIMSMIC EXPLORATION IN COLD REGIONS</title>
      <link>https://trid.trb.org/View/117717</link>
      <description><![CDATA[THIS MONOGRAPH CONTAINS A COMPREHENSIVE REVIEW OF THE USE OF SEISMIC METHODS AND RELATED TECHNIQUES BASED ON ELASTIC WAVES, TO GAIN INFORMATION ON THE GEOMETRY AND PHYSICAL PERTINENT ELASTIC PROPERTIES OF THESE MATERIALS ARE DESCRIBED AND METHODS FOR DETERMINING SEISMIC VELOCITIES ARE SUMMARIZED. THEORIES AND APPLICATION OF REFLECTION AND REFRACTION SOUNDINGS ON GLACIERS, CONTINENTAL ICE SHEETS, ICE SHELVES, AND FROZEN GROUND ARE REVIEWED. SURVEYS EMPLOYING SURFACE WAVES, AND SPECIAL APPLICATION OF ELASTIC WAVES, ARE DESCRIBED. INCLUDED WITH THE TEXT ARE 73 FIGURES AND ABOUT 200 SELECTED REFERENCES. /U.S. ARMY C.R.R./]]></description>
      <pubDate>Sat, 20 Apr 1974 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/117717</guid>
    </item>
    <item>
      <title>AN EMPIRICAL EQUATION FOR CALCULATING DEFLECTIONS ON THE SURFACE OF A TWO-LAYER ELASTIC SYSTEM</title>
      <link>https://trid.trb.org/View/96024</link>
      <description><![CDATA[THE EQUATION PRESENTED IN THIS REPORT MAKES IT POSSIBLE TO COMPUTE THE DEFLECTIONS ON THE SURFACE OF A TWO-LAYER ELASTIC SYSTEM VERY RAPIDLY AT LOW COST. USE OF THIS EQUATION IS ALSO ECONOMICALLY ATTRACTIVE FOR PERFORMING THE LARGE NUMBER OF COMPUTATIONS INVOLVED IN SOLVING THE REVERSE PROBLEM, WHICH IS THAT OF DETERMINING THE ELASTIC PROPERTIES OF A STRUCTURE FROM KNOWLEDGE OF ITS SURFACE DEFLECTIONS. THE EQUATION PRESENTED WILL BE OF INTEREST PRIMARILY TO RESEARCHERS ENGAGED IN THE STUDY OF LAYERED ELASTIC STRUCTURES. HOWEVER, THE DEVELOPMENT OF PRACTICAL METHODS OF INTERPRETING DEFLECTION DATA OBTAINED ON PAVEMENT STRUCTURES MAY BE FURTHERED BY USE OF THIS EQUATION IN APPROPRIATE COMPUTATIONAL PROCEDURES. /FHWA/]]></description>
      <pubDate>Wed, 15 Aug 1973 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/96024</guid>
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