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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>
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      <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>Modifications to child restraints for children with disabilities: experiences of Australian caregivers and health professionals</title>
      <link>https://trid.trb.org/View/2378036</link>
      <description><![CDATA[]]></description>
      <pubDate>Thu, 09 May 2024 08:47:49 GMT</pubDate>
      <guid>https://trid.trb.org/View/2378036</guid>
    </item>
    <item>
      <title>Westconnex St Peters Interchange integral cut and cover structure design</title>
      <link>https://trid.trb.org/View/2306880</link>
      <description><![CDATA[The Westconnex M4-M5 Link Tunnels project links the southwestern M5 to Western M4, passing through St Peters Interchange, the most complex interchange in Sydney to date. Included in the works at that interchange is a motorway operations facility consisting of a ventilation building, electrical substation and other services contributing to the seamless operation of the motorway. The ventilation building is situated above the tunnel entry and exit portals and is supported by the St Peters Interchange Ventilation Building Cut and Cover structure. This paper covers the complexities in design and construction of the cut and cover structure. The structure is unique, utilising Super-T girders that are fully integral with the substructure across multiple spans. The constraints resulted in the decision to utilise a fully integral connection between superstructure and substructure. This allowed many benefits to the design, construction, and future maintenance of the structure. The continuity of the structure enabled the design of the Super-T girders and piles to be optimised and removed the requirement for bearing inspection and replacement. This is noted as a key benefit as jacking of the structure would have proved practically impossible. This paper will discuss the various constraints and benefits, the analysis and modelling techniques used in design, and the detailing challenges and opportunities of integral cut and cover structures.]]></description>
      <pubDate>Thu, 07 Dec 2023 14:55:15 GMT</pubDate>
      <guid>https://trid.trb.org/View/2306880</guid>
    </item>
    <item>
      <title>Integral bridge with full height abutment requirement and design</title>
      <link>https://trid.trb.org/View/2306866</link>
      <description><![CDATA[Many level crossings have been removed in Victoria. Typically, they are single span or two span bridges over existing rail tracks and without batter in front of abutment to allow rail maintenance access. AS5100-2017 & BTN010 requires integral bridge to avoid any joints. AS5100.1-2017 requires minimum 800mm thick for abutment wall including RSS wall abutment for rail collision load. 800mm thick wall of 3.6m and 2.0m above rail height is to be provided when abutment face is less than 4m from the rail centre line to abutment face and more than 4m respectively. MTM standards requires 800mm thick wall when abutment is located within 10m from near or future track, but it allowed to use 900mm diameter piles at 2.0m spacing with reinforced concrete infill pile walls subject to MTM approval. However, infill wall to be designed for the collision load and the reinforced soil strap (RSS) wall system should protect abutment piles from collision load. DoT Section 682 also requires abutment piles to be independent of RSS wall to avoid any load transfer to abutment piles from RSS walls. RSS wall will require 800mm thick for almost half the height and piled foundation for rail collision load. Abutment piles independent of RSS walls will need to be large enough. In order to satisfy all requirements, full height abutment walls have been used to support bridge structure as well as to retain soil for an economical design and to reduce rail occupation over existing rail tracks.]]></description>
      <pubDate>Thu, 07 Dec 2023 14:55:01 GMT</pubDate>
      <guid>https://trid.trb.org/View/2306866</guid>
    </item>
    <item>
      <title>Degradation of pile exposed to acid sulphate soil</title>
      <link>https://trid.trb.org/View/1138180</link>
      <description><![CDATA[Durability design of piles is usually carried out based on AS 2159 and AS 3600. It is widely known that the durability of concrete in acid sulphate environments is significantly influenced by the type of binder; however this is not recognised in AS 2159 or AS 3600. Also little supporting information is available in AS 2159 and AS 3600 to give confidence that a pile complying with these standards would provide a design life of 100 years. Some information is available about the comparative performance of concrete prepared from various binders in acid sulphate environments. However the quantification of the service life in such environments is not available. Also very little data on the field performance in acid sulphate conditions is available due to the difficulty in obtaining such data. A bridge at Banora Point was recently de-commissioned and provided a unique opportunity to access a pile and procure concrete samples. The concrete was examined to assess the extent of deterioration due to acid sulphate soil as those piles were known to be located in acid sulphate ground conditions. The microstructure of the concrete was studied to examine any changes due to deterioration caused by the acid sulphate environment. Thereby the extent of degradation to the concrete could be assessed and provide an estimate of its expected service life. Such information would be valuable in future durability design of concrete for piles in acid sulphate environments and will also increase the confidence of achieving a design life of 100 years. The adequacy of AS 2159 and AS 3600 will also be assessed.]]></description>
      <pubDate>Thu, 03 May 2012 10:44:03 GMT</pubDate>
      <guid>https://trid.trb.org/View/1138180</guid>
    </item>
    <item>
      <title>Analysis of composite pile using steel and concrete with shear keys at varying spacing and geometry</title>
      <link>https://trid.trb.org/View/1136140</link>
      <description><![CDATA[This paper presents a finite element analysis (FEA) of a composite pile with shear keys that transfer the load from concrete pier to steel pile with a lapping length. This piling system differs from most cast-in-situ piles in that the concrete is not extended down to the strong strata. Instead the concrete pier is extended down to a nominated depth into the anaerobic zone only and the load is transferred from the concrete piers to the steel pile via internal circumferential shear rings. The steel pile transfers the load to the founding material. Corrosion of the unprotected structural section of the liner is deemed not to occur as this area is in the anaerobic zone. This method has been used by KBR to design an economic pile foundation using the capacity formula given in the literature (American Petroleum Institute) for major multi span bridge in Australia. This formula is applicable for equal spacing of shear keys with a number of limitations, such as in the geometry of the key and strength of concrete. It is common that some of the installed shear keys would fall in the aerobic zone and become redundant due to the severe exposure conditions. Therefore, new and unequal shear keys need to be installed in the anaerobic zone. FEA using computer software was found to be the best tool to analyse a situation outside the limits in the formula. Moreover, it can be used to determine the optimum size and spacing of shear keys.]]></description>
      <pubDate>Thu, 05 Apr 2012 14:35:44 GMT</pubDate>
      <guid>https://trid.trb.org/View/1136140</guid>
    </item>
    <item>
      <title>Working Behavior of Composite Ground Improved by Rigid Piles Under Flexible Foundation</title>
      <link>https://trid.trb.org/View/1099514</link>
      <description><![CDATA[Considering the interaction among composite ground, bedding course and foundation, the working behaviors of composite ground under the flexible foundation, such as the friction resistance, axial stress and the penetrating displacement of pile were studied by FEM and the influences of some factors on the working behaviors of composite ground were discussed, including the elastic modulus, height, width of foundation, the replacement ratio of pile, and the elastic modulus of pile and soil. At last, dimensionless parameter K which reflected the relative rigidity of foundation was defined, and variation tendencies of the penetrating displacement of pile top with different K values were discussed. It shows that the elastic modulus of foundation is not the only parameter which distinguishes flexible foundation from rigidity foundation. The concept of relative rigidity of foundation contrasting with concept of foundation self-rigidity is reasonable.]]></description>
      <pubDate>Fri, 15 Apr 2011 13:45:49 GMT</pubDate>
      <guid>https://trid.trb.org/View/1099514</guid>
    </item>
    <item>
      <title>SPECIFICATION FOR PRECAST REINFORCED CONCRETE SEGMENTAL PILES</title>
      <link>https://trid.trb.org/View/269821</link>
      <description><![CDATA[This specification refers to piles formed from single or joined precast concrete elements.  The following aspects are dealt with under the heading design: maximum load, axial compressive strength, ultimate bearing capacity. The various codes of practice defining these properties are listed. When considering materials, definitions are given for the following: reinforcement, pile joints, pile shoes and pile head.  Other sections of the specification are as follows: workmanship (casting moulds, pile identification, pile handling); pile installation (driving equipment and procedure); repair and cutting down of pile heads; cracking in pile elements. A final section lists the types of records that should be kept (e.g. Pile number, rake, pile dimensions etc).  A series of explanatory notes is appended dealing with pile design, preliminary test piles and re-assessment of pile design, proof tests on working piles, data requirements, in-situ soil testing, use of cp 110, positional and alignment tolerances, heave and trimming of piles.  (TRRL)]]></description>
      <pubDate>Fri, 27 Aug 2004 21:56:56 GMT</pubDate>
      <guid>https://trid.trb.org/View/269821</guid>
    </item>
    <item>
      <title>BORED PILES WITH ENLARGED BASES IN LONDON CLAY</title>
      <link>https://trid.trb.org/View/122235</link>
      <description><![CDATA[AN INVESTIGATION ON THE BEARING CAPACITY OF LARGE BORED PILES IN LONDON CLAY WAS MADE IN WHICH LOAD CELLS WERE USED TO MEASURE THE LOADS CARRIED ON THE PILE BASES, SOME OF WHICH WERE ENLARGED. BOTH INCREMENTAL LOADING AND CONSTANT RATE OF PENETRATION TESTS WERE MADE. THE MAXIMUM RESISTANCE DUE TO SHAFT FRICTION WAS REACHED AT A SETTLEMENT LESS THAN 1 PER CENT OF THE SHAFT DIAMETER AND THE MAXIMUM BASE RESISTANCE AT A SETTLEMENT IN THE ORDER OF 10 PER CENT OF THE BASE DIAMETER. AT SMALL SETTLEMENTS THE GREATER PROPORTION OF THE LOAD WAS CARRIED BY SHAFT FRICTION AND A DESIGN METHOD INTRODUCING SEPARATE LOAD FACTORS FOR THE SHAFT AND THE BASE IS SUGGESTED. /LCPC/RRL/A/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:42:38 GMT</pubDate>
      <guid>https://trid.trb.org/View/122235</guid>
    </item>
    <item>
      <title>GROUP PILE LOADS IN PLASTIC SOILS</title>
      <link>https://trid.trb.org/View/122004</link>
      <description><![CDATA[EXPERIMENTAL TESTS WERE MADE TO DETERMINE THE RELATIONSHIP BETWEEN THE LOAD CARRIED BY A SINGLE PILE AND THAT CARRIED BY A GROUP OF PILES DRIVEN INTO PLASTIC SOILS. IT ALSO PRESENTS THE LOAD DISTRIBUTION, WITH RESPECT TO DEPTH, AND THE LOAD TRANSFER FROM THE PILES TO THE SURROUNDING SOIL AND DESCRIBES THE INSTRUMENTATION AND THE METHOD OF LOADING AND ESTABLISHES A RELATIONSHIP BETWEEN THE CAPACITY, AT FAILURE, OF A SINGLE PILE AND THE PILE WHEN ACTING AS A MEMBER OF A GROUP OF PILES. THIS SERIES OF TESTS WAS PROMPTED BY A DESIRE TO OBTAIN EXPERIMENTAL DATA WHICH COULD BE USED AS A BASIS FOR JUDGING THE ADEQUACY OF EXISTING PILE-GROUP FORMULAS AND DESIGN ASSUMPTIONS, AND TO CORRELATE, IF POSSIBLE, SOIL CONSTANTS DERIVED FROM LABORATORY ANALYSIS OF SOIL SAMPLES WITH SOIL STRESSES CALCULATED FROM FIELD-TEST DATA. THE DATA OBTAINED FROM THESE TESTS INDICATE: (1) THAT THE SINGLE PILE CARRIED ITS LOAD BY FRICTION BETWEEN THE PILE AND THE SURROUNDING SOIL WITH THE GREATER PART OF THE PILE LOAD TRANSFERRED FROM THE PILE TO THE SOIL IN THE UPPER HALF OF THE PILE AND WITH RELATIVELY HIGH SHEAR VALUES EXISTING IN THE SOIL FOR A SHORT LENGTH OF THE PILE, (2) THAT THE LOAD DISTRIBUTION TO THE PILES IN THE GROUP WAS FAIRLY UNIFORM, EACH PILE INCLUDING THE CENTER PILE, CARRYING A SHARE OF THE LOAD, (3) THAT THE EFFECT OF THE PILE SPACING WAS REFLECTED BY THE DROP IN THE SHEAR VALUES BETWEEN THE CORNER PILES, SIDE-CENTER PILES AND THE CENTER-PILE OF THE GROUP, AND (4) THAT THE LOAD ON THE INDIVIDUAL PILES WITHIN THE GROUP WAS TRANSFERRED TO THE SOIL BY SHEAR, WITH THE MAXIMUM VALUES OCCURRING AT SLIGHTLY HIGHER LEVELS THAN FOR THE SINGLE PILE AND THESE MAXIMUM VALUES OCCURRED OVER A MUCH LONGER LENGTH OF THE PILE. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:41 GMT</pubDate>
      <guid>https://trid.trb.org/View/122004</guid>
    </item>
    <item>
      <title>EVALUATION OF PILE CAPACITY AND THE EFFECT OF NEGATIVE FRICTION</title>
      <link>https://trid.trb.org/View/121779</link>
      <description><![CDATA[PILE LOAD TESTS CONTINUE TO SHOW THAT PILE DRIVING EQUATIONS ARE UNRELIABLE IN ASSESSING PILE CAPACITY, RANGING FROM THE UNSAFE TO EXTREMELY CONSERVATIVE. AN INCREASING TREND IN THE DESIGN OF BRIDGE FOUNDATIONS IS THE PREDETERMINATION OF PILE REQUIREMENTS ON THE BASIS OF SOILS DATA DERIVED FROM A THOROUGH INVESTIGATION. SINCE MOST BRIDGE DESIGNS WILL INCORPORATE AN APPROACH FILL TO REDUCE THE LENGTH OF THE STRUCTURE, THE PILE DESIGN MUST TAKE INTO CONSIDERATION THE DRAG BY NEGATIVE FRICTION AT THE ABUTMENTS WHICH MAY RESULT FROM CONSOLIDATION OF THE SUBGRADE SOIL UNDER THE FILL. THIS PAPER POSTULATES A METHOD OF EVALUATING NEGATIVE FRICTION FOR VARIOUS SOIL TYPES. THE AVAILABLE THEORETICAL PILE DESIGN METHODS ARE REVIEWED AND DESIGN PROCEDURES FOR VARIOUS SOIL PROFILES BASED ON THEORETICAL AND EMPIRICAL CONSIDERATIONS ARE PRESENTED. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:40:47 GMT</pubDate>
      <guid>https://trid.trb.org/View/121779</guid>
    </item>
    <item>
      <title>SOIL BEHAVIOR FROM ANALYSIS OF TESTS OF UNINSTRUMENTED PILES UNDER LATERAL LOADING</title>
      <link>https://trid.trb.org/View/119828</link>
      <description><![CDATA[THE MOST UP-TO-DATE METHOD FOR THE DESIGN OF LATERALLY LOADED PILES IS TO SOLVE NUMERICALLY THE DIFFERENTIAL EQUATION DESCRIBING PILE BEHAVIOR. ITERATIVE SOLUTIONS ARE NECESSARY SINCE THERE IS A NONLINEAR RELATIONSHIP BETWEEN SOIL RESISTANCE AND PILE DEFLECTION. CURVES GIVING SOIL RESISTANCE AS A FUNCTION OF PILE DEFLECTION, CALLED P-Y CURVES, HAVE BEEN THE SUBJECT OF RESEARCH FOR A NUMBER OF YEARS. THE DEVELOPMENT OF P-Y CURVES NORMALLY REQUIRES THAT A TEST BE PERFORMED ON AN INSTRUMENTED LATERALLY LOADED PILE. A CURVE SHOWING BENDING MOMENT IN THE PILE NEEDS TO BE OBTAINED FOR EACH OF THE APPLIED LOADS. THIS CURVE CAN BE DIFFERENTIATED TWICE TO OBTAIN SOIL RESISTANCE, AND IT CAN BE INTEGRATED TWICE TO OBTAIN PILE DEFLECTION. CROSS PLOTS OF THESE VALUES CAN BE MADE AT DESIRED DEPTHS TO OBTAIN THE P-Y CURVES. THIS PAPER SHOWS THAT NONDIMENSIONAL CURVES, DEVELOPED FROM THE NUMERICAL SOLUTIONS OF THE DIFFERENTIAL EQUATION, CAN BE USED TO ESTIMATE P-Y CURVES IF ONLY THE FOLLOWING EASILY OBTAINABLE INFORMATION IS REPORTED, PILE PROPERTIES, MAGNITUDE OF THE INDIVIDUAL LATERAL LOADS, POINT OF LOAD APPLICATION, DEFLECTION OF THE TOP OF THE PILE, SLOPE OF THE TOP OF THE PILE, AND CONDITION OF RESTRAINT (IF ANY) AT THE TOP OF THE PILE. THUS, THERE NEEDS TO BE NO INSTRUMENTATION OF THE PILE EXCEPT ABOVE GROUND. THE PROCEDURE IS ILLUSTRATED BY APPLYING IT TO A TEST REPORTED IN THE LITERATURE. /ASTM/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:30:55 GMT</pubDate>
      <guid>https://trid.trb.org/View/119828</guid>
    </item>
    <item>
      <title>ANALYSIS OF PILE GROUP BEHAVIOR</title>
      <link>https://trid.trb.org/View/119827</link>
      <description><![CDATA[A PROCEDURE FOR THE THREE-DIMENSIONAL ANALYSIS OF PILE GROUPS SUBJECT TO HORIZONTAL AND VERTICAL FORCES AND MOMENTS WHICH ACCOUNTS FOR BATTER PILES, THE FLEXURAL RESISTANCE OF THE PILES, AND THE LATERAL RESISTANCE OF THE SURROUNDING SOIL IS DISCUSSED. DUE TO THE EXTENSIVE AMOUNT OF COMPUTATIONAL EFFORT REQUIRED TO ANALYZE A PILE GROUP, THE ANALYSIS WAS PROGRAMMED FOR A DIGITAL COMPUTER. SINCE MANY OF THE FACTORS INVOLVED IN THE DESIGN OF PILE FOUNDATIONS ARE NOT KNOWN WITH GREAT ACCURACY, THE USE OF THE DIGITAL COMPUTER PERMITS THE DESIGNER TO EXAMINE THE EFFECT OF VARIATIONS IN VARIOUS DESIGN PARAMETERS. THIS PAPER PRESENTS RESULTS OBTAINED FROM ANALYZING SEVERAL PILE GROUP ARRANGEMENTS FOR VARIOUS SOIL AND LOADING CONDITIONS. THE RESULTS OBTAINED FROM THE ANALYSIS INCLUDE THE AXIAL LOADS, MOMENTS, STRESSES, AND DEFLECTIONS FOR INDIVIDUAL PILES, AS WELL AS FOR THE GROUP. THE NUMERICAL RESULTS OBTAINED FROM ANALYZING VARIOUS ILLUSTRATIVE EXAMPLES SHOW THE SIGNIFICANT INFLUENCE THAT THE FOLLOWING FACTORS HAVE ON THE LOADS THAT ARE INTRODUCED IN THE VARIOUS INDIVIDUAL PILES: (1) THE ARRANGEMENT OF THE INDIVIDUAL PILES WITHIN THE GROUP, (2) THE END CONDITION AS REFLECTED BY THE CONNECTION BETWEEN THE PILE CAP AND THE PILES, (3) THE LATERAL RESISTANCE OF THE SURROUNDING SOIL, AND (4) THE FLEXURAL RESISTANCE OF THE PILE. COMPARISON WITH FIELD AND LABORATORY TESTS INDICATES THAT THE BEHAVIOR OF PILE GROUPS PREDICTED BY THE ANALYSIS IS IN QUALITATIVE AGREEMENT WITH OBSERVED BEHAVIOR. THIS PAPER DEMONSTRATES THAT IT IS POSSIBLE TO USE THE PILE GROUP ANALYSIS PRESENTED AS A PRACTICAL METHOD FOR SOLVING DESIGN PROBLEMS. THE ABILITY TO EVALUATE VARIATIONS IN DESIGN PARAMETERS SHOULD LEAD TO SAFER AND MORE ECONOMICAL DESIGNS. /ASTM/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:30:53 GMT</pubDate>
      <guid>https://trid.trb.org/View/119827</guid>
    </item>
    <item>
      <title>LATERAL STABILITY OF PILE GROUPS</title>
      <link>https://trid.trb.org/View/119438</link>
      <description><![CDATA[THE METHODS AVAILABLE FOR DESIGNING PILE GROUP FOUNDATIONS ARE HANDICAPPED BY THE LACK OF THEORY TO RELATE THE BEHAVIOR OF PILE GROUP FOUNDATIONS TO THAT OF AN ISOLATED SINGLE PILE AND ALSO BY LACK OF UNDERSTANDING OF SOIL-PILE BEHAVIOR. ALTHOUGH A NUMBER OF MODEL AND FULL-SCALE TESTS HAVE BEEN PERFORMED AND ANALYTICAL STUDIES HAVE BEEN MADE IN TERMS OF THE SOIL-PILE BEHAVIORS AND PILE GROUP BEHAVIORS, THERE HAS BEEN A NEED FOR A COMPARISON AND APPRAISAL OF THE STUDIES MADE TO DATE IN TERMS OF LATERAL AND VERTICAL STABILITY OF PILE GROUP FOUNDATIONS. THIS REPORT IS THE RESULT OF THE REVIEW AND EVALUATION OF PAST AND CURRENT RESEARCH ON LATERAL AND VERTICAL STABILITY OF PILE GROUP SYSTEMS AND SOIL-PILE BEHAVIOR. THE STUDY HAS BEEN CONDUCTED BY MEANS OF A LITERATURE SEARCH AND DIRECT INQUIRY TO ALL STATE HIGHWAY DEPARTMENTS AND OTHERS. THE RESULTS OF THE STUDY ARE USEFUL IN PROVIDING INFORMATION ESSENTIAL TO DESIGN OF PILE GROUPS AND TO THE CONDUCT OF ADDITIONAL RESEARCH. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:20:56 GMT</pubDate>
      <guid>https://trid.trb.org/View/119438</guid>
    </item>
    <item>
      <title>PILING EXPERIENCE IN THE MELBOURNE AREA</title>
      <link>https://trid.trb.org/View/118436</link>
      <description><![CDATA[PROBLEMS EXPERIENCED IN THE DESIGN AND DRIVING OF PILES IN THE METROPOLITAN AREA OF MELBOURNE, VICTORIA, ARE DISCUSSED INCLUDING THE SIGNIFICANCE OF THE TYPES OF SOIL ENCOUNTERED. THE SOILS INCLUDE DEEP DEPOSITS OF SOFT ESTUARINE SILTS AND OF STIFFER SILTS, CLAYS, SANDS AND GRAVELS. THE PROBLEMS ENCOUNTERED INCLUDE CORROSION OF STEEL AND CONCRETE IN SULPHATE SOILS, SETTLEMENT OF COMPRESSIBLE SOILS WHICH INDUCES LARGE LOADS ON PILES AND LARGE BENDING MOMENTS IN RAKED PILES, AND THE PROBLEM OF DESIGNING FRICTION PILES FOR BOTH DOWNWARD AND UPWARD LOADS. CONCRETE FILLED STEEL SHELL PILES, PRESTRESSED CONCRETE PILES, STEEL H-PILES AND STEEL RAIL PILES HAVE BEEN USED. THE HILEY FORMULA, SUPPLEMENTED BY CALCULATIONS OF STATIC FRICTION CAPACITY AND BY LOAD TESTS, HAS BEEN USED AS A CONTROL OF LOAD CAPACITY. THE RESULTS OF A NUMBER OF LOAD TESTS ON PILES ARE GIVEN IN DETAIL. /RRL/A/]]></description>
      <pubDate>Sun, 15 Aug 2004 01:55:22 GMT</pubDate>
      <guid>https://trid.trb.org/View/118436</guid>
    </item>
    <item>
      <title>EMBEDDED RETAINING WALLS: GUIDANCE FOR ECONOMIC DESIGN</title>
      <link>https://trid.trb.org/View/735227</link>
      <description><![CDATA[CIRIA Funder's Report CP96 was issued to the core members of CIRIA in March 2002. It is now, or will shortly be, available to a wider audience. This note describes the background to this research project and details the objectives, intended readership and applicability of the resulting report. The report particularly addresses the subject of economic design, and some of the key recommendations are noted below. (A)]]></description>
      <pubDate>Fri, 04 Apr 2003 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/735227</guid>
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