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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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    <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>HYDROSHIELD SUCCESS ON LYON METRO</title>
      <link>https://trid.trb.org/View/277294</link>
      <description><![CDATA[Details of the tunneling problems encountered and how they were overcome on the Lyon Metro as it is driving under the Rhone and Saone rivers and the successful use of the hydroshield are given.]]></description>
      <pubDate>Sat, 28 Aug 2004 04:47:24 GMT</pubDate>
      <guid>https://trid.trb.org/View/277294</guid>
    </item>
    <item>
      <title>PILE-DRIVING FORMULAS FOR FRICTION PILES IN SAND</title>
      <link>https://trid.trb.org/View/121891</link>
      <description><![CDATA[SEVEN DIFFERENT PILE-DRIVING FORMULAS ARE USED TO CALCULATE THE CAPACITIES OF 93 TIMBER, PRECAST CONCRETE, AND STEEL PILES, FOR WHICH FIELD LOAD TEST DATA ARE AVAILABLE. THE RELATIONSHIP BETWEEN THE COMPUTED AND THE MEASURED CAPACITIES IS ANALYZED USING A REDUCED MAJOR AXIS FORM OF LINEAR REGRESSION ANALYSIS. ACCURACY OF THE FORMULAS VARIES WITH THE TYPE OF PILE. THE GATES, JANBU, AND DANISH FORMULAS YIELD THE HIGHEST CORRELATION COEFFICIENTS, FOLLOWED CLOSELY BY THE PACIFIC COAST UNIFORM BUILDING CODE AND HILEY FORMULAS. THE CAPACITIES CALCULATED USING THE GOW AND ENGINEERING NEWS FORMULAS CORRELATE POORLY WITH MEASURED CAPACITIES. A STATISTICAL ADJUSTMENT IS APPLIED TO THE FORMULAS TO BRING THEM INTO CONFORMANCE WITH THE FIELD MEASUREMENTS. THE ADJUSTED FORMS OF THE GATES, JANBU, AND DANISH FORMULAS ARE EQUALLY ACCURATE AND APPEAR SATISFACTORY FOR GENERAL USE. THE GATES FORMULA IS THE SIMPLEST TO USE. /ASCE/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:13 GMT</pubDate>
      <guid>https://trid.trb.org/View/121891</guid>
    </item>
    <item>
      <title>LATERAL LOAD TESTS ON INSTRUMENTED TIMBER PILES</title>
      <link>https://trid.trb.org/View/119836</link>
      <description><![CDATA[THE RESULTS ARE PRESENTED OF FIELD LATERAL LOAD TESTS MADE ON FOUR INSTRUMENTED TIMBER PILES IN MORGAN CITY, LA. THE TEST PILES WERE INSTRUMENTED, CALIBRATED, DRIVEN, AND TESTED UNDER LATERAL LOADS DURING FEBRUARY AND MARCH 1966 AT TWO SITES ADJACENT TO THE MORGAN CITY FLOODWALL. EACH TEST PILE WAS INSTRUMENTED WITH NINE PAIRS OF ELECTRICAL SR-4 STRAIN GAGES. THE TWO TEST PILES AT EACH SITE WERE TESTED SIMULTANEOUSLY BY JACKING THE PILES APART. CYCLIC AND REPETITIVE LOAD TESTS WERE MADE ON THE TEST PILES. THE FOLLOWING CONCLUSIONS WERE MADE FROM THE RESULTS OF THESE TESTS AND COMPARISON OF MEASURED MOMENTS AND PILE HEAD SLOPES WITH THOSE COMPUTED BASED ON THE THEORETICAL EXPRESSIONS: (1) TIMBER PILES ARE CAPABLE OF SUPPORTING LATERAL LOADS, (2) THE BEHAVIOR OF, AND STRESSES IN, TIMBER PILES UNDER LATERAL LOADS CAN BE EVALUATED USING THE THEORETICAL SOLUTIONS PRESENTLY AVAILABLE, AND (3) REPEATED LOADING CAUSES AN INCREASE IN THE PILE HEAD DEFLECTION AT A GIVEN LOAD LEVEL. THE RATIO OF THE DEFLECTION AFTER REPEATED LOADING TO THAT OF THE FIRST CYCLE LOADING INCREASES WITH THE INCREASE IN APPLIED REPETITIVE LOAD. /ASTM/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:31:07 GMT</pubDate>
      <guid>https://trid.trb.org/View/119836</guid>
    </item>
    <item>
      <title>A STUDY OF SPLIT TUBE AND OREGON PILE TEST BLOW COUNTS VS FRICTION PILE RESISTANCE, JULY 1965</title>
      <link>https://trid.trb.org/View/119351</link>
      <description><![CDATA[DRIVING RESISTANCES OF BOTH TREATED TIMBER AND STEEL /10BP42/ PILING WERE OBTAINED FROM THE PILE DRIVING RECORDS FROM BRIDGE PROJECTS AS PLOTTED ON STANDARDIZED FORMS AND CORRELATED WITH THE PREPLANNING FOUNDATION DENSITY DATA OBTAINED FROM STANDARD SPLIT-BARREL PENETRATION VALUES AND FROM THE OREGON 5-FOOT TAPERED PILE TEST PENETRATION VALUES. ALSO, TO GIVE MORE MEANING TO THE OREGON TAPERED PILE TEST DATA, A ROUGH CORRELATION HAS BEEN OBTAINED BETWEEN THIS DATA AND THE ASTM SPLIT-BARREL PENETRATION N DATA. THE RESULTS OF THESE CORRELATIONS ARE PRESENTED IN GRAPHIC FORM THE GRAPHS ARE BEING USED BY THE FOUNDATION SECTION OF THE OREGON SHD TO ESTIMATE PILE PENETRATION DEPTHS. THE FEW AS BUILT DATA OBTAINED SINCE THE INITIATION OF THEIR USE INDICATE AVERAGE PILE PENETRATION LENGTHS WELL WITHIN 10 PERCENT OF THE RECOMMENDED DEPTHS OF PENETRATION.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:18:42 GMT</pubDate>
      <guid>https://trid.trb.org/View/119351</guid>
    </item>
    <item>
      <title>CURRENT PRACTICES IN PILE FOUNDATION DESIGN AND CONSTRUCTION</title>
      <link>https://trid.trb.org/View/47456</link>
      <description><![CDATA[Demand for economics in construction finds more powerful hammers driving lighter piles to greater resistance so that the piling may prove to be a weak link.  The use of tubing, H-beam and precast concrete piles is discussed.  Cast-steel tips for beams are discussed.  The author sees continued need for timber piles and they may be improved with a boot to protect and improve penetration.  Careful soils investigations are urged in advance of choosing pilings.]]></description>
      <pubDate>Sun, 26 Oct 2003 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/47456</guid>
    </item>
    <item>
      <title>DESIGN SECTION D001: ARDMORE ROUTE. SUBSURFACE INVESTIGATION OLD POST OFFICE</title>
      <link>https://trid.trb.org/View/129878</link>
      <description><![CDATA[Results of two test pits made next to the foundations of the Old Post Office Building on 12th Street N.W. in Section D001 of Ardmor Route are summarized.  The report contains sections through the test pits showing the foundation conditions disclosed and information regarding the position and condition of timber piles supporting the structure.  The purpose of the work was to evaluate the character of the foundation of this structure for planning the underpinning and protection of the structure during excavation for the subway. /Author/]]></description>
      <pubDate>Wed, 06 Nov 2002 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/129878</guid>
    </item>
    <item>
      <title>RELIABILITY ASSESSMENT OF PILE-SUPPORTED STRUCTURAL SYSTEMS</title>
      <link>https://trid.trb.org/View/475411</link>
      <description><![CDATA[A performance-mode (PM)-based evaluation procedure is proposed to determine the probability of unsatisfactory performance (UP) for two-dimensional (2-D) and three-dimensional (3-D) systems involving pile-supported dams.  This methodology includes ductile behavior of individual piles for the strength mode.  It also examines the 3-D effects on the bounds for the series-parallel system.  The procedure is an extension of the reliability method presented to compute the system probability of UP of pile-supported structures using brittle-element behavior. Lateral and vertical deflections are the limit states of the pile cap that provide the system-level probability of UP for the serviceability limit state.  The element-level probability of UP for strength and system-level probability of UP serviceability are combined to evaluate the bounds for the load-case specific system probability of UP.  Finally, the overall system probability of UP is evaluated considering the contributions of all load cases combined.  The procedure is illustrated with examples, and the bounds for the system probability of UP are evaluated.  The results indicate that the bounds of probability of UP for the example are narrower for ductile behavior than for brittle behavior.  A 3-D problem correctly recognizes a number of significant PM that are absent in the 2-D approximation.]]></description>
      <pubDate>Tue, 06 Jan 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/475411</guid>
    </item>
    <item>
      <title>DESIGN OF TIMBER FOUNDATION PILING FOR HIGHWAY BRIDGES AND OTHER STRUCTURES</title>
      <link>https://trid.trb.org/View/482238</link>
      <description><![CDATA[Presented information on structures supported by treated timber piling, including details of the East Side (FDR) Drive in New York City.  Determined the average and mean factor of safety of the engineering news formula for 43 site specific cases.  Showed examples of present day design for timber piling supported by friction, end bearing, or a combination of both.  Considered practical and theoretical geotechnical design criteria. Furnished timber piling and preservative specifications. Reviewed durability for foundation, fresh water, and marine piling.  Addressed environmental considerations.  Concluded that local geotechnical engineers apply empirical experience to design treated round timber foundation piling.]]></description>
      <pubDate>Wed, 09 Apr 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/482238</guid>
    </item>
    <item>
      <title>CONDITION ASSESSMENT OF INSTALLED TIMBER PILES BY DISPERSIVE WAVE PROPAGATION</title>
      <link>https://trid.trb.org/View/470028</link>
      <description><![CDATA[Timber piles are widely used for supporting bridges, piers, wharves, and other marine structures.  As they age, it becomes critical that their in situ condition be assessed so their remaining service life can be evaluated.  Current inspection methods involving visual examinations and sounding tests are unable to quantitatively disclose a pile's degree of deterioration, depth of penetration, or remaining load-bearing capacity.  Years of exposure to wood-decomposing fungi and weathering may have substantially decreased a pile's effective cross-sectional area, so that the pile can no longer function as originally intended.  A study was conducted in which nondestructive dispersive wave propagation tests were applied to both laboratory pile models and field timber piles.  The laboratory models consisted of acrylic cylinders having different wall thicknesses to simulate various levels of internal deterioration and timber posts with drilled holes to simulate damage created by marine borers.  Seven installed and two uninstalled field timber piles were tested.  Laboratory experiments indicated that the dispersive wave propagation test is an excellent means for evaluating the degree of hollowness and borer damage.  Field experiments further verified the applicability of the dispersive wave propagation in finding the condition in the installed timber piles.  The approaches found to be promising for the condition assessment were (a) phase velocity comparison between the first pass and the return pass and (b) wave speed versus test location.  The general trend of the dispersion field in condition assessment is the higher the wave speed, the better the condition.]]></description>
      <pubDate>Mon, 03 Feb 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/470028</guid>
    </item>
    <item>
      <title>DESIGN AND ANLYSIS OF REINFORCING DISTRESSED BRIDGE ABUTMENTS</title>
      <link>https://trid.trb.org/View/461677</link>
      <description><![CDATA[The main objective of this study is to develop a standardized set of design and analysis procedures for utilizing a tie-rod and drilled-in concrete anchor system that reinforces the distressed sill-type concrete bridge abutments supported by either timber or steel piles.  It is intended to provide the South Dakota Department of Transportation a cost-effective technique for designing and maintaining stable bridge abutments.  This study includes: (1) the development of a design method based on the limiting equilibrium approach, (2) the development of an analysis method using generalized plane strain finite element method capable of analyzing the continuum, the reinforced continuum, and the structural members, (3) the determination and evaluation of soil properties based on either linear elastic or nonlinear inelastic stress-strain relationship, and (4) the comparison of results from the developed method of analysis with those from a truly three dimensional method of analysis when it is applied to skew bridges.]]></description>
      <pubDate>Thu, 24 Oct 1996 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/461677</guid>
    </item>
    <item>
      <title>NONDESTRUCTIVE EVALUATION OF TIMBER PILE LENGTH</title>
      <link>https://trid.trb.org/View/464256</link>
      <description><![CDATA[Knowledge of the pile length is a vital component in calculating the scour resistance of bridges.  A nondestructive evaluation technique based on longitudinal stress wave propagation has been developed to determine the length of timber piles.  A total of 33 piles from different bridge sites were selected for equipment evaluation and verification testing of the pile length technique. The piles were evaluated by the stress wave technique, then compared to construction records for verification of length.  The stress wave technique has been proven to reliably estimate pile lengths between 20 and 60 feet (6.096 and 18.288 meters) with an accuracy of +/- 15 percent.]]></description>
      <pubDate>Fri, 13 Sep 1996 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/464256</guid>
    </item>
    <item>
      <title>DETERMINATION OF UNKNOWN DEPTH OF BRIDGE FOUNDATIONS USING NONDESTRUCTIVE TESTING METHODS</title>
      <link>https://trid.trb.org/View/464244</link>
      <description><![CDATA[This paper presents the test results of a research study on the feasibility of using nondestructive test (NDT) methods for the determination of unknown depths of bridge foundations.  Of the over 580,000 highway bridges in the National Bridge Inventory, 104,000 of these bridges are over water and have both unknown foundations and consequently, unknown foundation scour risks. Foremost is the need to determine the foundation depth and then foundation type (footings or piles), geometry, and subsurface conditions.  A comprehensive evaluation was made of potential NDT technologies that have relevance to this problem, of which only the surface-based Sonic Echo/Impulse Response and Flexural Wave methods for timber piles, and the borehole-based Parallel Seismic and Induction Field methods had been previously used to determine foundation depths.  This study documents the results for two acoustic NDT methods of Ultraseismic (a proposed new test method), and the Parallel Seismic test method which were found to have the broadest application to the investigated concrete, timber, and steel bridge substructures.]]></description>
      <pubDate>Tue, 10 Sep 1996 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/464244</guid>
    </item>
    <item>
      <title>TIMBER SUBSTRUCTURES FOR BRIDGE APPLICATIONS. FINAL REPORT</title>
      <link>https://trid.trb.org/View/405224</link>
      <description><![CDATA[Timber bridges have become a viable alternative for new bridge construction on low-volume roads, where it is imperative that the bridges be economical and long-lasting.  Considerable research on superstructural systems has been completed in the U.S. and has provided design, construction, and inspection guidelines for innovative timber bridges.  Guidelines for the design of stress-laminated timber decks have been published by AASHTO.  However, practical recommendations concerning timber substructural systems are not readily available.  Therefore, the objectives of this booklet are:  (1) to present background information on timber substructures, (2) to present practical design guidelines for various systems, (3) to recommend guidelines for construction and inspection procedures, and (4) to present sources of additional information on timber substructures for bridge applications.  The following five systems were selected:  timber piles, steel bent-pile abutments, culverts, crib-wall abutments, and stub abutments.  This publication is part of a collection of three booklets for the study "Education and Technology Transfer", under the Timber Bridge Research Program.  The other two booklets are: FHWA-RD-92-044 - Corrosion Protection of Steel Hardware Used in Modern Timber Bridges (TRIS 636308); and FHWA-RD-91-120 - Design, Construction, and Quality Control Guidelines for Stress-Laminated Timber Bridge Decks (TRIS 636334).]]></description>
      <pubDate>Sun, 18 Aug 1996 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/405224</guid>
    </item>
    <item>
      <title>DETERMINING LENGTHS OF INSTALLED TIMBER PILES BY DISPERSIVE WAVE PROPAGATION</title>
      <link>https://trid.trb.org/View/414867</link>
      <description><![CDATA[Timber piles are used as a primary means of support for many structures, such as bridges, throughout the continental United States and must periodically be inspected.  Sometimes a pile's overall length is not known because pile records are incomplete or nonexistent; so, calculating the effects of scour on its embedment length can present a problem.  A new nondestructive testing method is described that employs dispersive stress-wave propagation and special signal-processing techniques to find the lengths of installed timber piles.  The method was studied and developed in the laboratory and then applied to installed piles in the field for which there were records.  Some piles were pulled to verify the method directly.  The computed pile lengths, compared with records or measurements after pulling, were within error bounds of approximately +/- 10%.  The test method holds promise for calculating the depth and physical condition of deeply embedded piles as well as those embedded in shallow concrete footings, and it has been shown to be predictive for piles of varying physical conditions and ages.]]></description>
      <pubDate>Fri, 13 Jan 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/414867</guid>
    </item>
    <item>
      <title>MEASUREMENT OF FROST HEAVING FORCES ON PILES</title>
      <link>https://trid.trb.org/View/128118</link>
      <description><![CDATA[STUDIES WERE CONDUCTED AT FAIRBANKS, ALASKA, TO MEASURE THE MAGNITUDE OF HEAVE FORCE ON PILES AND DISTRIBUTION OF STRESSES IN PILES DURING FROST PENETRATION. THIS REPORT SUMMARIZES THE RESULTS OF FROST HEAVE FORCE MEASUREMENTS ON CREOSOTED TIMBER AND STEEL PIPE PILES DURING THE PERIOD 1956-59 AND DURING THE 1962-1963 FREEZING SEASON. THE RESULTS INDICATE THAT, FOR THE TYPES AND SIZES OF PILES USED, THE HEAVING FORCES GENERATED ON PILING DURING THE FREEZING OF FROST SUSCEPTIBLE SOILS MAY ATTAIN, OR EVEN SURPASS, 50,000 LB. IT IS ALSO CONCLUDED THAT FOR CONDITIONS REPRESENTED BY THESE TESTS THE MAXIMUM RATE OF HEAVE OCCURS EARLY IN THE WINTER MONTHS AT RELATIVELY SHALLOW DEPTHS (2-3 FT), AND THAT THE MAXIMUM PILE HEAVE FORCE OCCURS DURING PERIODS OF ACTIVE FROST PENETRATION WITH VERY COLD NEAR-SURFACE GROUND TEMPERATURES. NEAR MAXIMUM HEAVE FORCES WERE ALSO PRODUCED AFTER COMPLETE FREEZEBACK OF THE SEASONAL THAW ZONE DURING PERIODS OF EXTREME COLD. /AUTHOR/]]></description>
      <pubDate>Fri, 30 Dec 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/128118</guid>
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