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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>
    <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>A STUDY OF THE DYNAMIC SOIL-STRUCTURE INTERACTION CHARACTERISTICS OF REAL SOIL MEDIA</title>
      <link>https://trid.trb.org/View/124768</link>
      <description><![CDATA[AN EXPERIMENTAL AND THEORETICAL STUDY IS DESCRIBED OF THE DYNAMIC SOIL-STRUCTURE INTERACTION CHARACTERISTICS OF REAL SOIL MEDIA. LITERATURE SEARCH, AN EXPERIMENTAL INVESTIGATION, AND A THEORETICAL STUDY WERE CONDUCTED. BASIC CONCEPTS OF PASSIVE AND ACTIVE ARCHING PHASES OF SOIL- STRUCTURE INTERACTION ARE PRESENTED. EQUATIONS REPRESENTING STATIC BEHAVIOR FOR EACH CASE ARE PRESENTED. THE EXPERIMENTAL PROGRAM WAS CONDUCTED ON SMALL, IDEALIZED, CYLINDRICAL STRUCTURES IN A SAND MEDIUM SUBJECTED TO DYNAMIC LOADS. TEST DATA PRESENTED SHOW THAT VERY LARGE OVERSTRESSES ARE PRODUCED BY PASSIVE ARCHING. THE DATA ALSO SHOW THAT OVERSTRESS DUE TO INTERACTION IS DEPENDENT UPON DEPTH, STRESS LEVEL, RELATIVE DENSITY OF SOIL, LENGTH-TO-SPAN RATIO, AND THE COMPRESSIBILITY OF THE STRUCTURE. THE THEORETICAL PROGRAM CONSISTED OF THE INVESTIGATION OF THE DYNAMIC RESPONSE OF A SIMPLE CUBIC PACKING OF SPHERES FOR WAVES OF LOW STRESS LEVELS. CERTAIN BOUNDARY VALUE PROBLEMS REPRESENTATIVE OF PHASES OF SOIL-STRUCTURE INTERACTION WERE REDUCED TO A FORM FOR NUMERICAL EVALUATION.]]></description>
      <pubDate>Thu, 10 Apr 2003 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/124768</guid>
    </item>
    <item>
      <title>FATIGUE TESTS OF BRIDGE MATERIALS OF THE AASHO ROAD TEST</title>
      <link>https://trid.trb.org/View/105580</link>
      <description><![CDATA[ANALYSES OF THE BEHAVIOR UNDER REPEATED APPLICATIONS OF OVERSTRESS OF THE TEST BRIDGES AT THE AASHO ROAD TEST REQUIRED KNOWLEDGE OF THE FATIGUE PROPERTIES OF REINFORCING BARS, PRESTRESSING WIRE AND STRAND, AND OF STEEL BEAMS WITH PARTIAL-LENGTH COVER PLATES. STUDIES AIMED TO DEVELOP SUCH KNOWLEDGE ARE REPORTED IN THIS PAPER. INCLUDED ARE FATIGUE TESTS OF 20 SPECIMENS OF NO. 11 REINFORCING BARS, 18 SPECIMENS OF PRESTRESSING STRAND, AND 50 SPECIMENS OF PRESTRESSING WIRE. IN ADDITION, TESTS OF 10 BEAMS WITH PARTIAL-LENGTH COVER PLATES REPORTED BY OTHER INVESTIGATORS ARE UTILIZED IN THE STUDY. THE TEST DATA ARE DESCRIBED BY MATHEMATICAL EQUATIONS WHICH EXPRESS THE FATIGUE LIFE AS A FUNCTION OF THE STRESS RANGE AND MINIMUM STRESS. NUMERICAL COEFFICIENTS IN THE EQUATIONS WERE EVALUATED BY REGRESSION ANALYSES. /AUTHOR/]]></description>
      <pubDate>Thu, 29 Sep 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/105580</guid>
    </item>
    <item>
      <title>PERFORMANCE OF PRELOADED AND STAGE-LOADED STRUCTURES ON SOFT SOILS IN TRINIDAD</title>
      <link>https://trid.trb.org/View/210978</link>
      <description><![CDATA[Preloading and stage-loading operations were carried out at an industrial plant site in Trinidad, which is underlain by about 10m of lightly overconsolidated recent sediments.  A series of drained stress controlled triaxial tests and oedometer tests were carried out to define the yield envelope for these deposits.  Filling of large diameter water storage tanks was controlled by computing the effective stress paths during loading and relating the effective stress states to the yield envelope.  The objective of this procedure was to prevent overstressing of large zones within the foundation soils and thereby to minimize lateral deformations which would result in excessive total and differential settlements.  This objective was achieved as indicated by the relatively small 40mm lateral deformations which were associated with up to 300mm of vertical settlement.  Settlement profiles across the tanks were also very uniform.  The effective stress path yield envelope approach was also used to explain the significant decrease in porewater pressure dissipation rate which occurred about three months followng completion of a preload fill.  The change in dissipation rate occurred when the effective stress state reached the yield envelope and yielding occurred.  During first filling of the tanks, the porewater pressure response within the recent sediments was bilinear.  Remote from drainage boundaries, the initial response was approximately elastic.  On further loading, the response increased and the porewater pressure was approximately equal to the applied surface loading.  The locus of effective stress states associated with the change in porewater pressure response appears to define an elastic envelope within the yield envelope.  The upper portion of the elastic envelope coincides with the coefficient of earth pressure at rest stress ratio for the deposits in a normally consolidated state.  (Author/TRRL)]]></description>
      <pubDate>Fri, 29 Mar 1985 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/210978</guid>
    </item>
    <item>
      <title>ASSESSING PROBLEMS OF UNDERGROUND STRUCTURES. PART ONE</title>
      <link>https://trid.trb.org/View/36020</link>
      <description><![CDATA[An analysis is presented of case histories where problems in rock excavations are encountered.  These case histories illustrate the difficulties encountered in defining the modulus of elasticity of rock masses based on in situ measurements, and in determining other constants of rock masses such as the crushing strength and cohesion.  One of the case histories, the excavation of several caverns for the Cabora Bassa underground powerhouse, illustrates the use of the finite element method of design, which takes into account the vertical and horizontal residual stress in the rock, the shape of the excavations, the rock characteristics, the geological stratification, and the construction program.  Another case history of a circular excavation illustrates the case of overstressed rock where elasto-plastic deformations occur. /HRIS/]]></description>
      <pubDate>Wed, 10 Mar 1976 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/36020</guid>
    </item>
    <item>
      <title>PERFORMANCE EVALUATION OF UTAH'S CONCRETE PAVEMENT JOINT SEALS</title>
      <link>https://trid.trb.org/View/34066</link>
      <description><![CDATA[During the summer of 1972, Utah experienced the first major pavement distress in its concrete pavement Interstate highways in the form of pavement blowups.  Subsequent investigation indicated that these resulted from poor construction and repair, which allowed contraction joints to be filled with incompressibles.  Growing concern about more widespread pavement distress led to additional visual inspection and joint corings.  Six sections were chosen, ranging in age from 6 months to 10 years, from which cores were taken, and it was found that all but the most recently sealed joints had seal failures, even in those that were only 1 1/2 years old.  When it was determined that seal failure was so common, the designs were reviewed, and it was found that the present seals are overstressed.  It was recommended that either a 7/16-in. preformed seal be installed in a 1/4-in.-seal reservoir or a PVC hot-pour seal in a 3/8-in.-2wide joint be used instead of the present design.  Other observations showed that the longitudinal joint at the pavement edge was in poor condition and needed resealing but that the longitudinal centerline joint was in good condition.]]></description>
      <pubDate>Wed, 05 Nov 1975 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/34066</guid>
    </item>
    <item>
      <title>A STUDY OF PARAMETERS AND METHODS INVOLVED IN RELATIVE DISPLACEMENT MEASUREMENTS IN SOIL</title>
      <link>https://trid.trb.org/View/136597</link>
      <description><![CDATA[A study of the parameters and methods involved in relative displacement measurements in soil was conducted.  Static tests were performed to assess the influence and corrective measures necessary to eliminate the erroneous effects of arching, overstress, and lateral deformations of the coupling shaft found in spool gage displacement measurements.  Stress wave reflections and gage lengths are discussed with reference to dynamic data collected in dry sand several months prior to this study.  The study resulted in the formulation of a set of minimum criteria to be used when the spool gage concept is employed to measure relative displacements in soil.  These criteria were applied to the design of a spool gage which was tested and compared with the performance of a magnetic coil displacement gage that is relatively free from mechanical mismatch effects.  The results from the two gages tested in a controlled environment were very similar. /Author/]]></description>
      <pubDate>Wed, 29 Jan 1975 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/136597</guid>
    </item>
    <item>
      <title>SELECTION/DESIGN OF SHOTCRETE FOR TEMPORARY SUPPORT</title>
      <link>https://trid.trb.org/View/139731</link>
      <description><![CDATA[The identification of the nature of the ground support problem encountered or anticipated is the first step in the selection and design of shotcrete for temporary support of ground excavation.  The compatibility of shotcrete with the particular problem must then be evaluated.  Consideration must be given to whether or not the use of an alternative support system may be more practical than the use of shotcrete.  Previous underground experience will provide sufficient guidelines for selection and design of shotcrete thickness and coverage for use in supporting loosening loads or use as a surface seal.  The shotcrete thickness needed for support of overstressing or swell loads can be determined following ultimate strength concepts of concrete behavior.  The relevant factors in the selection of shotcrete for temporary support are compatibility with ground behavior and practical considerations.  Common problems encountered are: difficulty in developing good quality shotcrete around and behind wood blocking installed in the steel ribs; difficulty with overbreak requiring excessive volumes of shotcrete to fill the space between the ribs and excavated surface; and difficulty in developing adequate shotcrete "blocking" between the steel ribs and the excavated rock.  Different criteria are used in the selection or design of the thickness and coverage of shotcrete for temporary support of underground excavations, depending upon the function which the shotcrete is intended to fulfill.  Details are outlined of the use of shotcrete for problems associated with surface seal.  Support of loosening loads, and support of overstressed and seedling ground.  A table is presented of the typical shotcrete application in the temporary support of 15 to 20 ft. diameter tunnels experiencing loosing loads.]]></description>
      <pubDate>Thu, 19 Dec 1974 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/139731</guid>
    </item>
    <item>
      <title>INTERACTION OF DIFFERENT STRUCTURAL ELEMENTS</title>
      <link>https://trid.trb.org/View/102833</link>
      <description><![CDATA[THE REPORT DEALS WITH THE INTERACTION OF DIFFERENT STRUCTURAL ELEMENTS AND ASSEMBLIES WITH PARTICULAR REFERENCE TO AVOIDING OVERDIMENSIONING AND OVERSTRESSING. THE INTERACTION OF FRAMES, BRACINGS, WALLS, FLOOR SLABS, AND ROOFING IN BUILDINGS, HALLS AND SHEDS IS CONSIDERED TOGETHER WITH THE INTERACTION OF MAIN GIRDERS, BRACINGS AND FLOOR SLAB DECKS IN BRIDGES. PARASITIC EFFECTS ARE DISCUSSED CONCERNING SECONDARY STRUCTURAL OR NOT STRUCTURAL ELEMENTS. /TRRL/]]></description>
      <pubDate>Thu, 11 Apr 1974 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/102833</guid>
    </item>
    <item>
      <title>SUMMARY REPORT ON BRIDGE RESEARCH</title>
      <link>https://trid.trb.org/View/105662</link>
      <description><![CDATA[THE MAJOR FINDINGS OF THE BRIDGE EXPERIMENT AT THE AASHO ROAD TEST MAY BE DIVIDED INTO 3 GROUPS: (1) RELATIVE OVERALL PERFORMANCE OF DIFFERENT TYPES OF BRIDGES, (2) MAJOR EFFECTS OF REPEATED HIGH OVERSTRESS, AND (3) ANALYTICAL CORRELATIONS OF QUANTITATIVE TEST RESULTS. THE COMPOSITE BRIDGES WERE STIFFER THAN THE COMPARABLE NONCOMPOSITE BRIDGES. TRANSIENT DEFLECTIONS INCREASED DURING THE PERIOD OF TEST TRAFFIC ON THE ORDER OF 5 PERCENT IN COMPOSITE BRIDGES, BUT ON THE ORDER OF 15 PERCENT ON THE NONCOMPOSITE BRIDGES. THE DECREASE IN STIFFNESS ON BRIDGES WITH TIME, INDICATED BY THE INCREASED TRANSIENT DEFLECTONS, WAS CAUSED TO A LARGE EXTENT BY TRANSVERSE CRACKING OF SLABS. AT THE CONCLUSION OF THE TEST TRAFFIC, THE SLABS OF COMPOSITE BRIDGES WERE IN EXCELLENT CONDITION; THOSE OF NONCOMPOSITE BRIDGES WERE IN A MODERATE TO ADVANCED STATE OF DETERIORATION. THE POTENTIAL SUPERIORITY OF COMPOSITE BRIDGES WAS CLEARLY DEMONSTRATED. THERE WAS A MARKED DIFFERENCE BETWEEN THE CRACKING OF THE PRESTRESSED CONCRETE BEAMS POST-TENSIONED WITH PARALLEL WIRE CABLES AND PRE-TENSIONED WITH SEVEN WIRE STRANDS. IN THE BEAMS STRESSED WITH PARALLEL WIRE CABLES, SEVERE TENSILE CRACKING CHANGED RADICALLY THE RESPONSE OF THE BEAMS TO LOADING. THE CRACKING OF BEAMS WITH SEVEN WIRE STRAND CAUSED PRACTICALLY NO CHANGE IN THE RESPONSE OF BEAMS TO LOADING. BY THE END OF REGULAR TEST TRAFFIC ONE OR MORE FATIGUE CRACKS WERE FOUND IN ALL STEEL BRIDGES WITH PARTIAL LENGTH COVER PLATES. IN BOTH REINFORCED CONCRETE BRIDGES DESIGNED FOR A TOTAL STRESS OF 40,000 PSI, TWO BARS BROKE IN THE EXTERIOR BEAM AFTER A TOTAL OF APPROXIMATELY 730,000 STRESS CYCLES. IN PRESTRESSED CONCRETE BEAMS SUBJECTED TO TENSILE STRESSES LOWER THAN THE MODULUS OF RUPTURE OF CONCRETE SOME FATIGUE CRACKING OF CONCRETE WAS DETECTED DURING THE PERIOD OF TEST TRAFFIC. RESEARCH RESULTS LED TO THE OPINION OF THE BRIDGE PANEL THAT CONSIDERATION SHOULD BE GIVEN TO THE FOLLOWING POSSIBLE CHANGES IN DESIGN PRACTICES: (1) ALLOWANCE OF TENSILE STRESSES IN CONCRETE OF PRESTRESSED CONCRETE BEAMS PRE-TENSIONED WITH STRAND, (2) ALLOWANCE OF HIGHER DESIGN STRESSES IN THE STEEL BEAMS OF COMPOSITE BRIDGES, AND (3) MODIFICATION OF THE CRITERIA FOR DETERMINATION OF THE MINIMUM LENGTH OF PARTIAL LENGTH COVER PLATES.]]></description>
      <pubDate>Wed, 26 Aug 1970 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/105662</guid>
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