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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>
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    <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>
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      <title>Detection for Flexible Water Pipeline Inspection and Disease Analysis</title>
      <link>https://trid.trb.org/View/1275091</link>
      <description><![CDATA[Underground pipeline serves as the "lifeline of the city" and is closely related to people's everyday life. Both rigid and flexible material are used in the production of these pipes; the former includes concrete and clay and the latter includes unplasticized polyvinyl chloride (UPVC) and polyethylene. Due to the serious results the pipeline malfunction may bring about, it is of great importance for non-excavated pipeline inspection to be conducted. Current inspection methods include: closed-circuit television (CCTV) inspection, sonic distance measurement, and quick view method. An overview of the features of both rigid and flexible pipes as well as the current methods for underground pipeline condition assessments is presented in this paper. Besides, an application of CCTV inspection method on water pipelines is reported. The water pipes, called double wall corrugated pipes, are made of high-density polyethylene (HDPE) material. Problems detected during the inspection are listed and factors contributing to the pipe deterioration are categorized into three aspects, namely, material factor, construction features and local external factors. General suggestions are made regarding possible directions for further research at the end of this paper.]]></description>
      <pubDate>Wed, 30 Apr 2014 10:12:11 GMT</pubDate>
      <guid>https://trid.trb.org/View/1275091</guid>
    </item>
    <item>
      <title>STRUCTURAL DESIGN PRACTICE OF PIPE CULVERTS</title>
      <link>https://trid.trb.org/View/12477</link>
      <description><![CDATA[Reference is made to the methods used by a design and construction agency at the New York State Department of Transportation regarding standards for culvert design and installation procedures.  Installation practices for both rigid and flexible pipes are presented.  A rating system or durability index covers surface water corrosiveness, abrasiveness, frequency of flow and service ratings for treatment of steel culverts. Finally, design and installation procedures for pipe culverts having special shapes, heavier live loads or unusually large sizes are considered.]]></description>
      <pubDate>Wed, 31 Jul 2002 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/12477</guid>
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    <item>
      <title>CONSTRUCTION EVALUATION OF HYDRAWAY EDGE DRAINS AND OUTLET PIPES ON INTERSTATE 64. INTERIM REPORT</title>
      <link>https://trid.trb.org/View/368435</link>
      <description><![CDATA[This report documents the installation of the Hydraway edge drain (version two) on I-64 in Franklin-Woodford-Scott and Fayette Counties.  The edge drain was placed on the back side of the trench against the shoulder and backfilled with a sand/slurry.  From observations on this project and several previous projects, the sand/slurry backfill helps to insure the integrity of the drainage system during initial backfilling.  It is apparent that the sand slurry backfill provides a better installation in comparison to previous methods using excavated trench material.  Notable trench settlement did occur on this project.  It is apparent that insufficient water was used to properly densify the sand.  From observations on other projects, it appears that approximately one gallon per linear foot is required to achieve proper density.  It appears that the method of flushing the sand, the speed of the construction, and the amount of water needed to achieve proper density will vary on the contractors equipment and methods.  The net result is to achieve proper density without damaging the edge drain.  It also appears that the initial asphalt plug is not being properly compacted.  The Hydraway panel was reversed to minimize fabric intrusion into the core of the drain.  Fabric intrusion into the inner core of the Hydraway drain appeared to be eliminated when the panel was reversed.  When the panel was reversed and trench settlement occurred, the rigid back of the panel was forced to bend in the opposite direction it was designed.  The net result was cracking occurring in the rigid backing.  Information reported in Research Report KTC-91-10, "Evaluation of Headwalls and Outlets for Geocomposite Edge Drains on I-75 and I-71", indicates that 48% of the flexible outlet pipes that were inspected were less than 60% open.  Approximately 10% of the rigid outlets inspected during this study were less than 60% open, thus showing a substantial increase in performance.  A large amount of distress noted on I-64 was observed in the flexible 4-in. pigtail.  If rigid pipe is used throughout the outlet pipe system, performance should increase.]]></description>
      <pubDate>Sun, 10 Feb 2002 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/368435</guid>
    </item>
    <item>
      <title>BUCKLING MODELS OF THIN CIRCULAR PIPES ENCASED IN RIGID CAVITY</title>
      <link>https://trid.trb.org/View/474907</link>
      <description><![CDATA[Theoretical models for the structural design of cured-in-place plastic liners used in the rehabilitation process of deteriorated pipelines are reviewed.  An introduction of the buckling theory of a free-standing circular ring, a model that has been used widely for the design of liners, is presented. Approaches for analyzing the buckling behavior of a thin circular ring encased in a rigid host pipe are discussed.  A comparison between different models and experimental results is presented.  The paper concludes that the model proposed by Block for predicting the buckling pressure of a thin circular ring encased in a rigid cavity compares most favorably with the experimental results.]]></description>
      <pubDate>Sun, 28 Dec 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/474907</guid>
    </item>
    <item>
      <title>LOAD REDUCTION ON A RIGID PIPE: PILOT STUDY OF A SOFT CUSHION INSTALLATION</title>
      <link>https://trid.trb.org/View/474458</link>
      <description><![CDATA[In a project involving the construction of a new link of European Freeway E18, an 800-mm pipe was to be founded on a cushion of expanded polystyrene under an embankment fill of 9.3 m.  In a pilot study measurements were taken of soil-pipe contact earth pressures around the circumference of the pipe, vertical earth pressures in the soil above the crown, relative diameter changes of the pipe in the vertical and the horizontal directions, and pipe settlements into the cushion.  The design of the complete structure was partly done by using the active design program SPIDA (Soil Pipe Interaction Design and Analysis).  The results indicate that the safety margin in the design was greater than first expected because the reinforced standard pipe, designed for only 5 m of fill, was uncracked, even though the height of fill was 9.3 m.  The measured deformations of the pipe were smaller than those expected for the concrete to crack.  The earth pressure measurements showed a pronounced soil arching effect in the soil above the pipe.]]></description>
      <pubDate>Fri, 05 Dec 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/474458</guid>
    </item>
    <item>
      <title>TRENCHLESS PIPELINE PROJECTS: PRACTICAL APPLICATIONS</title>
      <link>https://trid.trb.org/View/576683</link>
      <description><![CDATA[These proceedings examine trenchless technologies as they relate to pipeline infrastructure including crossings, location and installation, research, and planning and design. Also discussed are topics that apply to new pipeline installations and rehabilitation of existing pipelines. Papers include microtunneling; subsurface utility engineering; condition assessment of sewer systems; pipe jacking; project profitability; new technology for enhanced pipeline evaluation; and structural rehabilitation of rigid pipes.]]></description>
      <pubDate>Mon, 15 Sep 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/576683</guid>
    </item>
    <item>
      <title>PIPELINE INSTALLATION</title>
      <link>https://trid.trb.org/View/466786</link>
      <description><![CDATA[This book covers the essentials of pipe-soil interaction as it connects to construction, with an emphasis on how the design process and installation procedures must be compatible. All types of water and sewer pipes are discussed. Also detailed is the procedure for using flowable fill for installing pipe. Each step in the installation sequence is reviewed explicitly and includes the author's inspection checklist for the on-site inspector. The proper selection and compaction of soils for both rigid and flexible pipe as well as soil testing standards are discussed.]]></description>
      <pubDate>Wed, 12 Feb 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/466786</guid>
    </item>
    <item>
      <title>PLACING CONCRETE BY PUMPING METHODS</title>
      <link>https://trid.trb.org/View/459517</link>
      <description><![CDATA[This report describes pumps for transporting and placing concrete.  Rigid and flexible pipelines are discussed and couplings and other accessories described.  Recommendations for proportioning pumpable concrete suggest optimum gradation of aggregates; outline water, cement, and admixture requirements; and emphasize the need for evaluation of trial mixes for pumpability.  The importance of saturating lightweight aggregates is stressed.  Suggestions are given for layout of lines; for maintaining uniform delivery rate, as well as uniform quality of concrete at the end of the line; and for cleaning out pipelines.]]></description>
      <pubDate>Tue, 14 May 1996 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/459517</guid>
    </item>
    <item>
      <title>LAYING THE WORLDS DEEPEST PIPELINE, LESSONS LEARNED</title>
      <link>https://trid.trb.org/View/453482</link>
      <description><![CDATA[The paper addresses the success of the comparatively recent development of J-lay with respect to deep water pipelay.  In laying the world's deepest rigid pipeline in Brazil, a tool was utilized which was built in 1979 when the flowline industry generally did not exist.  The installation vessel, the reel vessel Stene Apache, did require modification to its pipelaying equipment and support services.  These modifications were not radical and were part of an ongoing upgrade of capability based on requirement, i.e. market forces, to meet the needs of the day.  To address the subject matter, it is necessary to mention that, until 1992, the deepest rigid pipeline was a 10 inch pipe at 705 meter depth.  In 1994, the pipeline installed was a 12 inch pipe at a new record depth of 886 meters.]]></description>
      <pubDate>Tue, 06 Feb 1996 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/453482</guid>
    </item>
    <item>
      <title>LARGE-DEFLECTION ANALYSIS OF WHIPPING PIPES. I: RIGID, PERFECTLY-PLASTIC MODEL</title>
      <link>https://trid.trb.org/View/426427</link>
      <description><![CDATA[The authors built a theoretical framework for a large-deflection analysis of a rigid, perfectly-plastic cantilever with a tip mass loaded by a transverse follower force pulse.  The purpose of constructing the model is to establish an analytical foundation for studying unconstrained motions of a whipping pipe.  These motions are evident in the failure of high-pressure piping systems, and are therefore a safety-related phenomenon.  A guillotine break in the pipe creates a jet expulsion of high-pressure fluid, and the reaction force pulse exerted on the pipe causes acceleration and deformation.  An initial transient phase and a modal, root rotation phase comprise the motions of the pipe.  The equations for the initial traveling hinge phase and root rotation phase are obtained and solved numerically. Pipe kinematics and deformations are deduced and comparisons are made with observations from pipe-whip tests.  The model is used to provide indications of the variation in the zone of influence for different ratios of tip mass to pipe mass.]]></description>
      <pubDate>Sun, 30 Jul 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/426427</guid>
    </item>
    <item>
      <title>RIGID PIPE DISTRESS IN HIGH EMBANKMENTS OVER SOFT SOIL STRATA</title>
      <link>https://trid.trb.org/View/409653</link>
      <description><![CDATA[Two case histories of severe distress in actual rigid pipe installations are presented.  They illustrate how soft soils in the region below the outer haunch or adjacent to the pipe within one diameter beyond the sides of the pipe resulted in significant increases in the load on the pipe and the shear and bending stress resultants, producing extensive flexural cracking and failures in diagonal and radial tension.  For each installation, the pipe design and installation designs are presented along with a description of the failure.  The results of soil-structure interaction analyses using the computer program SPIDA are presented on the basis of two models, one modeling the soft soils that existed at each side and the other modeling the same installation with the soft soils replaced by compact in situ or placed granular soils.  The results show how the presence of soft soils under high fills increases the earth load and structural effects on the pipe compared with pipe in conventional installations.  The results also show that the pipes in each of the two installations were not properly designed for the 18- to 20-m (60- to 65-ft) finished heights of fill over the pipe, even without the presence of the soft soils.]]></description>
      <pubDate>Thu, 15 Sep 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/409653</guid>
    </item>
    <item>
      <title>COMPARISON OF GERMAN TO MARSTON DESIGN METHODS</title>
      <link>https://trid.trb.org/View/282819</link>
      <description><![CDATA[In the United States and several other countries around the world, the Marston load theory is commonly used in computing the trench backfill loads on rigid pipes.  Germany is using an alternative method developed by Abwassertechnischen Vereinigung e.V. (ATV) as the working design method for rigid and flexible pipe.  This paper presents the German design method and a comparison of the two theories as they are applied to buried vitrified clay pipe design.  The load ratio shows that the Marston theory is conservative for small pipes backfilled with well-compacted granular material because it neglects the load relieving effect of the side fill and underestimates the friction between backfill soil and trench walls.  The German design method is relatively simpler and could result in savings for vitrified clay pipe manufacture and design and for installation.  The effects of the trench geometry, soil characteristics, the pipe diameter, and the stiffness ratio of bedding and backfill soils on the trench loads are studied in detail for both German and Marston methods of design.  Results show that the load ratio depends significantly on the ratio of trench width to pipe diameter.  This paper would be of great interest to engineers in pipeline practice in their attempts to evaluate design techniques used in other technologically competitive countries.]]></description>
      <pubDate>Sun, 31 Jul 1988 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/282819</guid>
    </item>
    <item>
      <title>RIGID CULVERT FINITE ELEMENT ANALYSES</title>
      <link>https://trid.trb.org/View/277077</link>
      <description><![CDATA[Time-independent analyses of five of ten zones of a dummy reinforced concrete pipe at Cross Canyon are presented.  All five zones are characterized by "positive projection," four in a narrow, vertical-sided trench with a projection ratio of about 0.4, one, almost fully projecting.  Two zones (1 and 4) were surmounted by ordinary embankment material, three entrenched zones (8, 9 and 10), by low modulus embankment inclusions (polystyrene plank, uncompacted soil, and baled straw).  Each zone was heavily instrumented for assessment of peripheral soil pressures, internal strains, and wall displacements.  Fluid settlement platforms and additional stressmeters were placed in the embankment. Instruments were monitored at frequent increments of overfill.  A finite element code, REA, (for Reinforced Earth Analysis) was adapted to special needs of pipe and boundary geometry and nonlinear, incremental, embankment construction.  Correlations were established between finite element results and certain parameters obtained from extensive instrumentation at Zones 1, 4, 8, 9 and 10. Initial analyses employed asymmetrical boundaries determined by presurveying canyon cross-sections.  Additional analyses compared finite element results obtained with a more economical, symmetrical mesh.]]></description>
      <pubDate>Sun, 30 Nov 1986 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/277077</guid>
    </item>
    <item>
      <title>RIGID PIPE PROOF TESTING UNDER EXCESS OVERFILLS WITH VARYING BACKFILL PARAMETERS: SECTION VII VOLUME 3: NEUTRAL POINT ANALYSIS USING FINITE ELEMENT AND OBSERVED TRACTIONS</title>
      <link>https://trid.trb.org/View/208860</link>
      <description><![CDATA[Normal and tangential soil tractions acting on the external periphery of an 84-in (2134-mm), reinforced concrete pipe at Cross Canyon have been measured experimentally (see Section II) and derived by finite element analyses using: 1) a full mesh considering canyon wall boundary conditions and presence of a second pipe (see Section VII, Volume 1); and, 2) a greatly simplified, symmetrical, rectangular mesh with no second pipe (see Section VII, Volume 2).  In this volume are discussed results of inputting to the neutral point analysis (see Section V, Volume 1) tractions derived from field measurements and from the two levels of finite element analysis.  Various output parameters and maximum pipe stresses are compared among the three outputs for relative validity.  (Author)]]></description>
      <pubDate>Wed, 31 Jul 1985 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/208860</guid>
    </item>
    <item>
      <title>RIGID PIPE PROOF TESTING UNDER EXCESS OVERFILLS WITH VARYING BACKFILL PARAMETERS SECTION VII VOLUME 2: FINITE ELEMENT ANALYSIS</title>
      <link>https://trid.trb.org/View/208452</link>
      <description><![CDATA[A finite element analysis of an 84-inch (2134-mm), reinforced concrete culvert, under approximately 190 ft (58 m) of embankment, made with full consideration for asymmetric canyon boundaries (see Section VII, Volume 1), is repeated, for the five zones previously analyzed, using a greatly simplified, symmetric, rectangular mesh.  The objective of this additional work, which was requested by the FHWA, is to establish comparisons between parameters significantly affecting culvert behavior, as predicted by the complex and simplified analyses.  Consideration of full boundary conditions requires pre-survey potential culvert sites, which may make such analyses prohibitively expensive and time-consuming.  The simplified analysis and comparative predictions are discussed in this volume. (Author)]]></description>
      <pubDate>Wed, 31 Jul 1985 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/208452</guid>
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