<rss version="2.0" xmlns:atom="https://www.w3.org/2005/Atom">
  <channel>
    <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" />
    <description></description>
    <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>
    </image>
    <item>
      <title>Improving final settlement predictions of the observational method</title>
      <link>https://trid.trb.org/View/1286295</link>
      <description><![CDATA[]]></description>
      <pubDate>Fri, 17 Jan 2014 09:44:28 GMT</pubDate>
      <guid>https://trid.trb.org/View/1286295</guid>
    </item>
    <item>
      <title>Structure foundation interaction and soil creep</title>
      <link>https://trid.trb.org/View/1207988</link>
      <description><![CDATA[An examination of the effect of soil creep on structure foundation soil interaction with regard to variation of differential settlement of columns, bending moments in the structure and column loads is presented.  The structures considered are three bay portal frames with pin based columns, the foundations considered are strip footings of finite length, and the soil is regarded as being a linear viscoelastic continuum of infinite depth.  The adopted cree function is almost linear with log time and thus has the same general form as that commonly observed in laboratory tests. The purpose of the paper is to indicate, in terms of the relative stiffnesses of the structure, foundation and soil, which situations will lead to significant deterioration in conditions for the structure with elapse of time.  The effects of changes in most of the parameters of the problems are discussed.  Thus the results presented should enable estimates to be made of the changes in the various interaction effects with time, when the creep properties of the soil have been determined.]]></description>
      <pubDate>Fri, 24 Aug 2012 22:52:47 GMT</pubDate>
      <guid>https://trid.trb.org/View/1207988</guid>
    </item>
    <item>
      <title>Inverse analysis of a soft soil foundation based on test embankment measurements</title>
      <link>https://trid.trb.org/View/1159501</link>
      <description><![CDATA[]]></description>
      <pubDate>Thu, 23 Aug 2012 06:31:59 GMT</pubDate>
      <guid>https://trid.trb.org/View/1159501</guid>
    </item>
    <item>
      <title>Design and performance of retaining walls</title>
      <link>https://trid.trb.org/View/1084548</link>
      <description><![CDATA[Embedded retaining walls for 1·8 km of cut-and-cover tunnels and earth-retaining structures at Ashford Kent for the Channel Tunnel Rail Link were redesigned during the construction period to optimise construction methods and temporary propping. The design approach included many of the developments now recommended in Ciria report C580, and the paper summarises the experience gained on this contract. The site team made detailed observations of the performance of all 14 structures during construction, and an overall summary of the wall movements and prop loads is provided. The walls were surcharged, and none of the props was preloaded. Despite this, the maximum movements were within those estimated from published correlations. Wall movements were time dependent, and occurred at rates of up to 0·2 mm/day. Prop loads were generally about 40% of the values obtained from moderately conservative calculations. Reducing the prop stiffness assumed in calculations improved agreement, and measurements are reported that provide a basis for closer appraisal of this aspect in future designs]]></description>
      <pubDate>Wed, 22 Dec 2010 08:39:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/1084548</guid>
    </item>
    <item>
      <title>SOIL MECHANICS - TABLES FOR THE CALCULATION OF FOUNDATIONS - VOLUME 2 : SETTLEMENT</title>
      <link>https://trid.trb.org/View/1071765</link>
      <description><![CDATA[THE TABLES IN THIS VOLUME ARE A CONTINUATION OF THOSE IN VOLUME 1 ON THE CALCULATION OF SETTLEMENT. THEY REFER TO RECTANGULAR FOUNDATIONS, FOUNDATIONS OF ANY SHAPE, AND LONG FOUNDATIONS ESPECIALLY EMBANKMENTS. FOR VOLUME 1, SEE IRRD ABSTRACT NO 100564, AND FOR VOLUME 3, IRRD ABSTRACT NO 102223.]]></description>
      <pubDate>Sun, 21 Nov 2010 13:08:14 GMT</pubDate>
      <guid>https://trid.trb.org/View/1071765</guid>
    </item>
    <item>
      <title>EVALUATION OF PILE LOADING TESTS</title>
      <link>https://trid.trb.org/View/1063090</link>
      <description><![CDATA[LOADING TESTS ON PILES GENERALLY SERVE THE MAIN PURPOSE OF ESTABLISHING THAT THE FOUNDATION CAN CARRY THE LOADS IMPOSED ON IT WITHOUT RISK OF FAILURE OR INJURIOUS SETTLEMENTS.  THE DEVELOPMENT IN RECENT TIMES OF MORE SOPHISTICATED STRUCTURES WHICH ARE MORE SENSITIVE TO NON-UNIFORM SETTLEMENTS AND ROTATIONS, HAS RESULTED IN THE URGENT NECESSITY OF INVESTIGATING THE LOAD-SETTLEMENT RELATIONSHIPS IN THE WORKING LOAD RANGE.  THE PAPER ANALYSES  THE EXPERIENCES GAINED WITH VARIOUS LOADING TESTS AND SUGGESTS A METHOD FOR THE UNIFORM MEASUREMENT AND EVALUATION OF THE TEST RESULTS.  THE SECOND PART OF THE ARTICLE SHOWS A SIMPLE MATHEMATICAL RELATIONSHIP, WITH THE AID OF WHICH ANY LOAD-SETTLEMENT GRAPH MAY BE APPROXIMATED WITH ACCEPTABLE ACCURACY.  THIS EQUATION ALLOWS THE SOLUTION OF COMPLEX PROBLEMS INVOLVING  THE INTERACTION OF LOADS AND FOUNDATION. THE COVERING ABSTRACT FOR THE CONFERENCE IS IRRD NO 306088.]]></description>
      <pubDate>Sun, 21 Nov 2010 08:26:28 GMT</pubDate>
      <guid>https://trid.trb.org/View/1063090</guid>
    </item>
    <item>
      <title>DETERMINATION OF THE VERTICAL LOAD BEARING CAPACITY OF SOB (CAST IN SITU) PILES</title>
      <link>https://trid.trb.org/View/1063086</link>
      <description><![CDATA[STIFF, CAST IN SITU (SOB) PILES ARE BEING USED INCREASINGLY IN PLACE OF TRADITIONAL FOUNDATIONS.  GENERALLY THEY ARE EXCAVATED BY HYDRAULIC EXCAVATOR WITH THE AID OF SUSPENSIONS.  IN ORDER TO DETERMINE THE VERTICAL LOAD BEARING CAPACITY OF PILES WITH RATIOS OF DEPTH TO DIAMETER 1 : 8, MODEL TESTS HAVE BEEN CARRIED OUT.  THESE WERE DESIGNED MAINLY TO INVESTIGATE THE INFLUENCES UPON THE GEOMETRIC DIMENSIONS OF THE PILES, OF THE PARAMETERS OF  A NON-COHESIVE SOIL AS WELL AS THE BEARING PRESSURE AND THE SKIN FRICTION.  IN ADDITION TO THE GEOMETRIC PARAMETERS THE SOIL PROPERTIES WERE VARIED IN ORDER TO ENSURE THE GENERAL VALIDITY OF THE RESULTS.  FOLLOWING THE SELECTION OF A RELATIVE SETTLEMENT IN RELATION TO THE DIAMETER AS A DEFINITIVE CRITERION FOR THE LIMITING LOAD BEARING CAPACITY IT WAS POSSIBLE TO DETERMINE THE RELATIONS BETWEEN THE SOIL PROPERTIES, THE PILE GEOMETRY AND THE LOAD BEARING CAPACITY OF THE PILES FROM THE TIME-LOAD-SETTLEMENT CURVES. THE COVERING ABSTRACT FOR THE CONFERENCE IS IRRD NO 306088.]]></description>
      <pubDate>Sun, 21 Nov 2010 08:26:22 GMT</pubDate>
      <guid>https://trid.trb.org/View/1063086</guid>
    </item>
    <item>
      <title>THE LOAD-SETTLEMENT BEHAVIOUR OF PILES</title>
      <link>https://trid.trb.org/View/1063079</link>
      <description><![CDATA[THE PROBLEM OF ASSESSING THE LOAD-SETTLEMENT BEHAVIOUR OF PILES (PARTICULARLY THAT OF HEAVILY LOADED PILES AND LARGE BORED PILES) IS NORMALLY OF GREATER IMPORTANCE THAN THE PROBLEM OF BEARING CAPACITY.  DATA RELATING TO LOAD-SETTLEMENT BEHAVIOUR WERE OBTAINED FROM A LARGE NUMBER OF LOAD TESTS CARRIED OUT IN STUTTGART AND THE SURROUNDING AREA.  DIFFERENT THEORIES WERE  USED FOR ANALYZING THE TEST RESULTS FOR DIFFERENT PILE TYPES TO MAKE COMPARISONS EASIER. IT WAS ESTABLISHED THAT KEZDI'S THEORY AGREED FAVOURABLY WITH THE TEST RESULTS.  PARAMETERS EMPLOYED IN THE APPLICATION OF THIS THEORY CAN BE CLASSIFIED INTO TWO GROUPS, NAMELY GEOMETRICAL AND SOIL MECHANICAL PARAMETERS. IT WAS POSSIBLE TO ASSESS THE LIKELY EXTENT OF VARIATIONS IN LOAD-SETTLEMENT BEHAVIOUR FROM VARIATIONS IN THE SOIL MECHANICS PARAMETER USED IN THE ANALYSIS AND BY COMPARING CALCULATED LOAD-SETTLEMENT CHARACTERISTICS WITH MEASURED CHARACTERISTICS.  THE PAPER DISCUSSES THE LIKELY EXTENT OF VARIATIONS IN THE SOIL MECHANICAL SIZES OF DIFFERENT SOIL TYPES.    THE COVERING ABSTRACT FOR THE CONFERENCE IS IRRD NO 306088.]]></description>
      <pubDate>Sun, 21 Nov 2010 08:26:11 GMT</pubDate>
      <guid>https://trid.trb.org/View/1063079</guid>
    </item>
    <item>
      <title>PILE GROUP IN COHESIONLESS SOIL: DISPLACEMENT AND LOAD APPLIED TO INDIVIDUAL PILES</title>
      <link>https://trid.trb.org/View/1063064</link>
      <description><![CDATA[A PILE GROUP CONSISTING OF VERTICAL PRECAST CONCRETE PILES IN COHESIONLESS SOIL IS CONSIDERED.  THE PILES ARE LINKED BY A STIFF PLATE.  THE GROUP IS CENTRALLY LOADED VERTICALLY.  CALCULATIONS FOR THE LOADING PHASE ARE USED IN WHICH THE RELATION BETWEEN THE FORCE EXERCISED ON THE SOIL BY THE PILE GROUP AND THE RELATIVE FLOW ARE CONSIDERED. THE CALCULATION TECHNIQUE GIVES IN RELATION TO THE LOADING THE SETTLEMENTS OF THE PILE GROUP, THE PROPORTION OF THE TOTAL LOAD ON AN INDIVIDUAL PILE, THE DISTRIBUTION OF THE LOAD IN AN INDIVIDUAL PILE BETWEEN THE POINT RESISTANCE AND THE SKIN FRICTION AND THE DISTRIBUTION OF THE SKIN FRICTION ALONG THE PILE AXIS.  THE COVERING ABSTRACT FOR THE CONFERENCE IS IRRD NO 306088.]]></description>
      <pubDate>Sun, 21 Nov 2010 08:25:49 GMT</pubDate>
      <guid>https://trid.trb.org/View/1063064</guid>
    </item>
    <item>
      <title>BEARING CAPACITY OF LARGE DRILLED PILES</title>
      <link>https://trid.trb.org/View/1061514</link>
      <description><![CDATA[AN EXAMINATION WAS MADE OF THE LOAD-ABSORPTION CAPACITY OF LARGE BORED PILES IN RELATION TO EXPECTED SETTLEMENTS IN MEDIUM-DENSE AND HALF-STRENGTH SOIL TYPES.  APPARENT COHESION WAS EXCLUDED BY PUTTING THE PILE INTO GROUND WATER AND BY A 2.5 M LONG MINIMUM EMBEDMENT INTO A SUPPORTING LAYER BY USE OF A BENTONITE RING.  THE ACCURACY OF THE BEARING CAPACITY VALUES CONTAINED IN DIN 4014, SHEET 2, WAS CONFIRMED.  FOR MEDIUM STRENGTH SAND SKIN FRICTION IS OF THE ORDER OF MAGNITUDE OF 6 MP/SQ M WHEN THERE IS 2 - 4 CM SETTLEMENT.  NO EFFECT OF LATERAL LOADS WAS NOTICED.]]></description>
      <pubDate>Sun, 21 Nov 2010 07:48:11 GMT</pubDate>
      <guid>https://trid.trb.org/View/1061514</guid>
    </item>
    <item>
      <title>COMPACTION OF BACKFILL EMBANKMENTS OF ONE BRANCH OF THE SEINE BY MEANS OF INTENSIVE TAMPING</title>
      <link>https://trid.trb.org/View/1058422</link>
      <description><![CDATA[THE AUTHOR PRESENTS THE MEASUREMENTS MADE DURING THE COMPACTION OF BACKFILL EMBANKMENTS OF A BRANCH OF THE SEINE. THE FILL MATERIAL WAS A FINE SAND  POURED TO A HEIGHT OF 7 M OVER FINE COMPRESSIBLE ALLUVIUM.  THE TESTS AND MEASUREMENTS CARRIED OUT WERE AS FOLLOWS: FORECASTING THE BEHAVIOUR OF THE EMBANKMENT BY MEANS OF LABORATORY TESTS (CYCLIC OEDOMETER WITH SINUSOIDAL LOADING AND DYNAMIC IMPACT OEDOMETER); FOLLOW-UP STUDY OF THE EVOLUTION  IN PORE WATER PRESSURE DURING AND BETWEEN TAMPING STAGES; SIMULTANEOUS CONTROL OF SETTLEMENT AND VARIATIONS IN BULK DENSITY WITH THE EXPERIMENTAL GAMMA-GAMMA PROBE AND WITH MEASUREMENTS OF SURFACE MOVEMENTS; STUDY OF THE  IMPROVEMENT IN THE MECHANICAL CHARACTERISTICS OF THE SOIL BY PRESSIOMETER AND PENETROMETER TESTS.  IN VIEW OF THE URBAN ENVIRONMENT, THIS PROGRAMME WAS SUPPLEMENTED BY VIBRATION MEASUREMENTS IN AND OBSERVATIONS OF THE MOVEMENTS OF A RETAINING WALL.  RESULTS EMPHASIZE THE EFFICIENCY OF THE COMPACTION METHOD, MAXIMUM DENSITY BEING OBTAINED AT APPROXIMATELY 5 TO 6 M IN  DEPTH. ON THE OTHER HAND NO MARKED IMPROVEMENT IN MECHANICAL CHARACTERISTICS WAS OBSERVED IN THE UNDERLYING ALLUVIUM.]]></description>
      <pubDate>Sun, 21 Nov 2010 06:16:53 GMT</pubDate>
      <guid>https://trid.trb.org/View/1058422</guid>
    </item>
    <item>
      <title>BEHAVIOUR OF LOOSELY PLACED PVC SOFT SEALS NEAR SETTLEMENT JOINTS OF DEEP ENGINEERING STRUCTURES</title>
      <link>https://trid.trb.org/View/1055626</link>
      <description><![CDATA[SETTLEMENT JOINTS NEED TO BE PLANNED WITH SPECIAL CARE BECAUSE OF THE SEALING AGAINST MOISTURE AND WATER INGRESS. IT IS NECESSARY TO KNOW THE MECHANICAL BEHAVIOUR OF THE SEALS BUILT IN, AND THE LIMITS OF THEIR USE.  TESTS  HAVE ALREADY BEEN CARRIED OUT AND PUBLISHED ON BITUMEN SEALS, BUT THERE ARE NO ACCURATE DATA ON THE BEHAVIOUR OF THE PVC SEALS WHICH HAVE BEEN USED TO AN INCREASING EXTENT IN THE LAST FEW YEARS.  THE OBJECT OF THIS WORK IS TO STUDY THE BEHAVIOUR OF PVC SOFT SEALS IN THE REGION OF A CONSTRUCTION JOINT. THE RESULTS OF THE STUDY SHOULD PROVIDE QUALITATIVE AND QUANTITATIVE DATA ON THE RELATIONS BETWEEN WATER PRESSURE, DEFORMATION OF THE STRUCTURE AND FAILURE OF THE SEAL.  BASED ON THESE DATA RECOMMENDATIONS ARE TO BE MADE FOR PRACTICE. THE PVC INDUSTRY IS PROVIDING 60000 DM TOWARDS THIS STUDY.]]></description>
      <pubDate>Sun, 21 Nov 2010 04:35:25 GMT</pubDate>
      <guid>https://trid.trb.org/View/1055626</guid>
    </item>
    <item>
      <title>SHALLOW FOUNDATIONS - EXPERIMENTAL STUDIES</title>
      <link>https://trid.trb.org/View/1054633</link>
      <description><![CDATA[IN 1979 THE RESEARCH WILL HAVE SEVERAL OBJECTIVES: (1) SHALLOW FOUNDATIONS: BEHAVIOUR OF A FOUNDATION SUBJECTED TO DIFFERENT TYPES OF LOAD (AXIAL, ECCENTRIC AND INCLINED); MEASUREMENT OF THE MAGNITUDE OF SETTLEMENT AND FOLLOW-UP STUDY OF THE TIME-RELATED EVOLUTION OF FOUNDATIONS SUBJECTED TO PERMANENT AXIAL LOADS; OBSERVATIONS ON A FOUNDATION PLACED AT THE HEAD OF A SLOPE; STUDY OF STRESS DISTRIBUTION UNDER A LONG FOUNDATION;  (2) MIXED FOUNDATIONS: STUDY ON SMALL-SCALE MODELS AND ON REAL STRUCTURES REGARDING MIXED FOOTING-PILE FOUNDATIONS. DEVELOPMENT OF A CALCULATION METHOD;  (3) IN-SITU FILL MATERIALS: SUMMARY OF PRESSIOMETER TESTS ON NUMEROUS EMBANKMENTS WITH A VIEW TO RELATING THESE TESTS WITH THE NATURE OF THE COMPACTED SOIL.]]></description>
      <pubDate>Sun, 21 Nov 2010 04:05:01 GMT</pubDate>
      <guid>https://trid.trb.org/View/1054633</guid>
    </item>
    <item>
      <title>DEVELOPMENT OF A METHOD OF MEASURING DYNAMIC COEFFICIENTS DURING RAPID TRAVERSING OF ROAD SURFACES</title>
      <link>https://trid.trb.org/View/1053703</link>
      <description><![CDATA[THE AIM IS TO DEVELOP A METHOD OF MEASURING DYNAMIC COEFFICIENTS DURING RAPID TRAVERSING OF ROAD SURFACES. THE WORK IS AN EXPERIMENTAL SUPPLEMENT TO THE BUNDESMINISTER FUER BAUTEN UND TECHNIK RESEARCH PROJECT, 77 A, BY A SLIBAR: DYNAMIC WHEEL LOADING OF ROAD TRAINS AND SEMI-TRAILERS. THE RESEARCH PROJECT IS INTENDED TO BRING ABOUT AN IMPROVEMENT IN THE ECONOMIC DESIGN OF ROAD SURFACINGS. IN PARTICULAR DATA ARE TO BE OBTAINED ON THE SETTLEMENT PROPERTIES OF PAVEMENT AND SUBGRADE AND PERMISSIBLE MAXIMUM LOADING OF  THE ROAD SURFACING FOR DYNAMIC WHEEL LOADS.]]></description>
      <pubDate>Sun, 21 Nov 2010 03:32:04 GMT</pubDate>
      <guid>https://trid.trb.org/View/1053703</guid>
    </item>
    <item>
      <title>COMPARATIVE STUDIES ON THE EVALUATION OF THE PLATE BEARING TEST</title>
      <link>https://trid.trb.org/View/1049134</link>
      <description><![CDATA[UNTIL THE DRAFT STANDARD DIN 18134, PLATE BEARING TEST, IS TURNED INTO A FULL STANDARD, MORE INFORMATION IS NEEDED ON THE EVALUATION OF THE PLATE BEARING TEST AS A MEASURE OF COMPACTION.  BY USING DIFFERENT METHODS TO EVALUATE A LARGE NUMBER OF PLATE BEARING TESTS CARRIED OUT ON VARIOUS TYPES OF SOIL, IT IS HOPED TO SELECT THE METHOD OF EVALUATION WHICH BEST DESCRIBES THE COMPACTION OF THE SOIL, IRRESPECTIVE OF THE SOIL TYPE.]]></description>
      <pubDate>Sun, 21 Nov 2010 01:04:12 GMT</pubDate>
      <guid>https://trid.trb.org/View/1049134</guid>
    </item>
  </channel>
</rss>