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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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    <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>
    <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>APPLICATION OF THE MODULUS OF PASSIVE RESISTANCE OF SOIL IN THE DESIGN OF FLEXIBLE PIPE CULVERTS</title>
      <link>https://trid.trb.org/View/126953</link>
      <description><![CDATA[EXPERIMENTS CONDUCTED IN THE 1930'S WERE DIRECTED TOWARD PREDICTING THE PROBABLE DEFLECTION OF A FLEXIBLE PIPE CULVERT UNDER AN EARTH EMBANKMENT. IN THIS WORK, LATERAL PRESSURES WERE FOUND TO BE PROPORTIONAL TO THE HORIZONTAL DEFLECTION OF THE PIPE SIDES. THIS PROPORTIONALITY FACTOR WAS CALLED THE MODULUS OF PASSIVE RESISTANCE OF THE SOIL. THE MAXIMUM UNIT PRESSURE AT THE ENDS OF THE HORIZONTAL DIAMETER WAS EXPRESSED BY THE PRODUCT OF ONE-HALF THE HORIZONTAL DEFLECTION OF THE PIPE BY THE MODULUS. THE PRESSURE ABOVE AND BELOW THE END POINTS DECREASED PARABOLICALLY TO ZERO AT POINTS ON THE ARC 50 DEG. ABOVE AND BELOW THE HORIZONTAL DIAMETER. WITH THIS LOAD HYPOTHESIS ESTABLISHED, IT WAS POSSIBLE TO ANALYZE A FLEXIBLE PIPE CULVERT AS AN ELASTIC THIN RING AND TO DEVELOP A PREDICTION EQUATION FOR THE PIPE DEFLECTION IN TERMS OF EARTH LOAD, PIPE DIMENSIONS AND ELASTIC PROPERTIES, AND THE MODULUS OF PASSIVE RESISTANCE OF THE SOIL. THE APPARATUS AND PROCEDURES USED TO MEASURE THE MODULUS IN THE LAB ARE DESCRIBED. THE CORRELATION BETWEEN MEASURED VALUES OF THE MODULUS AND SOME PROPERTIES OF THE SOIL USED, PARTICULARLY DENSITY, ARE PRESENTED, TOGETHER WITH SOME QUALITATIVE COMPARISONS WITH ESTIMATED VALUES OF THE MODULUS IN BOTH EXPERIMENTAL AND ACTUAL CULVERTS. EXPERIMENTAL PROCEDURES EMPLOYED ARE DESCRIBED. THE CORRELATION BETWEEN MEASURED VALUES OF THE MODULUS AND SOME PROPERTIES OF THE SOILS USED, PARTICULARLY DENSITY, ARE PRESENTED TOGETHER WITH SOME QUALITATIVE COMPARISONS WITH ESTIMATED VALUES OF THE MODULUS IN BOTH EXPERIMENTAL AND ACTUAL CULVERTS UNDER EMBANKMENTS. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 19:57:52 GMT</pubDate>
      <guid>https://trid.trb.org/View/126953</guid>
    </item>
    <item>
      <title>FACTORS OF SAFETY IN THE DESIGN OF BURIED PIPELINES</title>
      <link>https://trid.trb.org/View/122622</link>
      <description><![CDATA[THE FACTS AND CIRCUMSTANCES ARE EXAMINED THAT SHOULD BE CONSIDERED IN DETERMINING THE FACTOR OF SAFETY TO BE USED IN THE DESIGN OF SEVERAL TYPES OF BURIED PIPELINES. FACTORS OF SAFETY BASED ON YIELD STRENGTH OR ON ULTIMATE STRENGTH OF THE PIPE ARE DEFINED AND CONSIDERED FOR REINFORCED CONCRETE PIPE, NONREINFORCED RIGID PIPES, AND FLEXIBLE METAL PIPES. RECOMMENDED FACTORS OF SAFETY VARY FROM 1.0 TO 1.5, DEPENDING ON THE CIRCUMSTANCES OF CONSTRUCTION, I.E., THE TYPE OF PIPE, BEDDING, KNOWLEDGE OF THE CHARACTER OF THE SOIL INVOLVED, PERMISSIBLE DEFLECTION, AND THE TYPE OF STRENGTH TEST USED ON THE PIPE. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:44:12 GMT</pubDate>
      <guid>https://trid.trb.org/View/122622</guid>
    </item>
    <item>
      <title>STRUCTURAL DESIGN AND INSTALLATION CRITERIA FOR RIGID AND FLEXIBLE CONDUIT</title>
      <link>https://trid.trb.org/View/208837</link>
      <description><![CDATA[Structural design criteria according to current AASHTO guidelines for pipe, pipe-arch, and arch culverts are presented.  Fill-height tables, based upon those criteria, and proposed bedding details are included.  (FHWA)]]></description>
      <pubDate>Fri, 28 Feb 2003 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/208837</guid>
    </item>
    <item>
      <title>TRIALS OF FLEXIBLE PIPE IN SOUR SERVICE REVEAL DEGRADATION</title>
      <link>https://trid.trb.org/View/469306</link>
      <description><![CDATA[Field trials on flexible pipe offshore Qatar have shown that, when used in sour conditions, the layered, composite material can suffer severe degradation leading to failure.]]></description>
      <pubDate>Thu, 18 Dec 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/469306</guid>
    </item>
    <item>
      <title>LABORATORY AND FIELD TESTING OF LARGE-DIAMETER PLASTIC PIPE</title>
      <link>https://trid.trb.org/View/474457</link>
      <description><![CDATA[Flexible plastic pipe is increasingly being used in the United Kingdom for drainage and ducting (conduit) purposes.  This increase in the use is leading to the introduction of larger-diameter pipes.  The U.K. Department of Transport (DoT) uses a recently developed, theoretical method to specify installation conditions in place of traditional techniques (e.g., Spangler's Iowa method).  The DoT design method is outlined.  The extensive program of laboratory and field testing carried out at Loughborough University to determine the performance of plastic pipes under a range of loading conditions that may be expected in practice is then described.  Laboratory test results compared well with the results obtained in the field once the different boundary conditions were accounted for, thereby validating the laboratory test methods by suggesting how allowance for field conditions can be made.  Some reference is made to the shapes of deformation (determined from circumferential strain data) and the effect of installation conditions upon them.  Pipe deformations were found to be well within acceptable, conservative limits under all load regimens, and near equilibrium of the pipe-soil system was established relatively quickly following application of a static or a dynamic load sequence to it.]]></description>
      <pubDate>Fri, 05 Dec 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/474457</guid>
    </item>
    <item>
      <title>FLEXIBLE PIPE COMBATS CORROSION THREAT AT SOUR BRINE INJECTION SITE</title>
      <link>https://trid.trb.org/View/483553</link>
      <description><![CDATA[Shell Canada Limited has installed flexible composite pipe for high-pressure, produced sour brine injection for enhanced oil recovery at its Virginia Hills unit in northwest Alberta. The pipe is to combat corrosion caused by high-chloride sour brine at 55 degrees C and structural stresses. These stresses are caused by thermal expansion and cyclic-related loading from alternating water and hydrocarbon solvent flooding. In the context of declining oil production, Shell adopted a program of scheduled preventive maintenance to provide a safe and cost-effective pipeline infrastructure.]]></description>
      <pubDate>Tue, 17 Jun 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/483553</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>THE STRUCTURAL PERFORMANCE OF PROFILE-WALL DRAINAGE PIPE--STIFFNESS REQUIREMENTS CONTRASTED WITH RESULTS OF LABORATORY AND FIELD TESTS</title>
      <link>https://trid.trb.org/View/453139</link>
      <description><![CDATA[This paper describes the development of the current United Kingdom (UK) stiffness requirements for profile-wall flexible pipes and assesses their limitations.  Laboratory testing of flexible pipes ranging in diameter from 100 to 375 mm is described.  The results indicate that deformations and circumferential strains are small, even under severe loading, and generally fall well within the current limits specified in the appropriate UK standards.  Creep stiffness specifications and design and installation standards are assessed in light of the collected data, and recommendations for improved criteria are propounded.]]></description>
      <pubDate>Thu, 25 Jan 1996 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/453139</guid>
    </item>
    <item>
      <title>AN ACCURATE DESIGN METHOD FOR BURIED FLEXIBLE CONDUIT STRUCTURES</title>
      <link>https://trid.trb.org/View/97979</link>
      <description><![CDATA[THE DESIGN METHOD PRESENTED EVALUATES THE STRUCTURAL PERFORMANCE OF BURIED FLEXIBLE STRUCTURES OF ANY CROSS SECTIONAL SHAPE HAVING A VERTICAL AXIS OF SYMMETRY. IT IS APPROPRIATE TO ANY STRUCTURE HAVING A LINEAR STRESS-STRAIN RELATIONSHIP, SUCH AS ALUMINUM, STEEL OR CONCRETE. PERIPHERAL VARIATIONS OF THE MOMENT OF INERTIA OF THE WALL CROSS-SECTION CAN ALSO BE INVESTIGATED. VARIATIONS OF SOIL DENSITY, SOIL STRESS-STRAIN RELATIONSHIPS, ACTIVE PRESSURES, SURFACE LIVE LOADS AND IMPACT CAN BE EVALUATED. THE NON- LINEAR MATHEMATICAL SOLUTIONS INVOLVED IN THE ANALYSIS WERE PROGRAMMED ON A 7094 COMPUTER FOR RAPID SOLUTION. BECAUSE OF THE COMPLEX MATHEMATICS, MANUAL SOLUTIONS ARE NOT PRACTICAL. VERIFICATION OF DESIGN CONCEPTS WERE MADE BY INSTRUMENTED FIELD TESTS /CONDUCTED BY KAISER ALUMINUMS PRODUCT DEVELOP- MENT ENGINEERS/ AND BY SEVERAL YEARS OF FIELD EVALUATION OF CONTRACTOR-INSTALLED STRUCTURES OF ALL TYPED, SIZES AND COVER. APPROXIMATELY ONE HUNDRED STRUCTURES WERE MONITORED IN THIS PROGRAM, AND ALL CONFIRMED THE VALIDITY AND INHERENT CONSERVATISM OF THE DESIGN METHOD PRESENTED.]]></description>
      <pubDate>Thu, 22 Dec 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/97979</guid>
    </item>
    <item>
      <title>FIELD MEASUREMENTS OF THE SETTLEMENT RATIOS OF VARIOUS HIGHWAY CULVERTS</title>
      <link>https://trid.trb.org/View/108150</link>
      <description><![CDATA[RESEARCH WAS CONDUCTED ON THE DETERMINATION OF THE SETTLEMENT RATIOS WHICH ACTUALLY DEVELOPED DURING AND SUBSEQUENT TO THE CONSTRUCTION OF THE EMBANKMENTS OVER A HUMBER OF ACTUAL CULVERTS WHICH WERE BUILT ON THE HIGHWAY SYSTEM. THE SETTLEMENT RATIO IS NECESSARY IN THE COMPUTATION OF THE LOAD ON A CULVERT OR PROJECTING CONDUIT, WHEN LOADS DUE TO THE EMBANKMENT MATERIAL ARE TO BE DETERMINED BY MEANS OF MARSTON'S THEORY OF LOADS ON UNDERGROUND CONDUITS. MARSTON'S LOAD THEORY AND THE MATHEMATICAL DERIVATION OF THE LOAD FORMULAS ARE DESCRIBED. METHODS USED AND RESULTS OBTAINED IN TWO SERIES OF FIELD MEASUREMENTS ARE DESCRIBED, IN WHICH THE SETTLEMENT RATIOS OF 24 ACTUAL CULVERTS WERE DETERMINED. THESE CULVERTS INCLUDED BOTH RIGID AND FLEXIBLE PRE-FABRICATED PIPE STRUCTURES AND MONOLITHIC CAST-IN-PLACE BOX AND ARCH CULVERTS. ONE SERIES OF SETTLEMENT RATIO DETERMINATIONS WERE MADE BY MEASURING CULVERT LOADS WITH STAINLESS STEEL FRICTION RIBBONS WHICH WERE INSTALLED AND CALIBRATED PRIOR TO THE CONSTRUCTION OF THE FILLS. NORMAL PRESSURES WERE DETERMINED FROM WHICH THE LOADS ON THE CULVERTS WERE COMPUTED. USING THESE LOADS AND RATIOS OF HEIGHTS OF FILL TO WIDTH OF CULVERT AND THE PROJECTION RATIOS, AND ASSUMING VALUES FOR THE UNIT WEIGHT OF THE FILLS, THE PROBABLE SETTLEMENT RATIOS FOR THE CULVERTS WERE DETERMINED FROM MARSTON'S LOAD FORMULA. THE SETTLEMENT RATIOS WERE DETERMINED DIRECTLY IN A SECOND SERIES OF CULVERTS, BY MEASURING THE SETTLEMENT OF VARIOUS ELEMENTS OF THE STRUCTURES, OF THE NATURAL GROUND SURFACES AND OF THE FILLS ADJACENT TO THE STRUCTURES. THESE MEASURED SETTLEMENTS WERE SUBSTITUTED DIRECTLY IN THE FORMULA FOR SETTLEMENT RATIO AND THE VALUES FOR EACH CULVERT OBTAINED. IN THE CASE OF FIVE CORRUGATED METAL FLEXIBLE PIPE CULVERTS WHICH WERE INCLUDED IN THE STUDY, CERTAIN IMPORTANT AUXILIARY INFORMATION CONCERNING THE MODULUS OF PASSIVE PRESSURE OF THE SIDE-FILL MATERIALS AND THE DEFLECTION LIKE FACTORS FOR THE CULVERTS AS INSTALLED WERE OBTAINED. THE SETTLEMENTS OF THE SOIL ADJACENT TO THE CULVERTS AT VARIOUS PLANES WITHIN THE EMBANKMENTS WERE MEASURED WITH A DEVICE KNOWN AS THE AMES SETTLEMENT CELL. THE IMPROVED CELL DESIGN IS DESCRIBED.]]></description>
      <pubDate>Fri, 09 Dec 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/108150</guid>
    </item>
    <item>
      <title>ANALYSIS OF LOADS AND SUPPORTING STRENGTHS AND PRINCIPLES OF DESIGN FOR HIGHWAY CULVERTS</title>
      <link>https://trid.trb.org/View/110175</link>
      <description><![CDATA[THE PRINCIPLES OF THE MARSTON THEORY OF LOADS ON UNDERGROUND CONDUITS WHICH ARE APPLICABLE TO THE DESIGN OF HIGHWAY CULVERTS ARE PRESENTED. WHEN ANALYZING THE LOADS ON UNDERGROUND CONDUITS WHICH ARE CAUSED BY THE OVERLYING FILL, THEY MAY BE CONVENIENTLY GROUPED INTO TWO MAIN CLASSES, VIZ., DITCH CONDUITS AND PROJECTING CONDUITS. THESE CLASSES ARE DEFINED AND ILLUSTRATED AND APPROPRIATE FORMULAS ARE PRESENTED FOR COMPUTING THE LOADS ON EACH CLASS. IT IS POINTED OUT THAT THE LOADS DUE TO EARTH FILLS ARE DEPENDENT UPON A NUMBER OF FACTORS, SUCH AS THE WIDTH OF DITCH, THE PROJECTION RATIO, THE SETTLEMENT RATIO, THE WIDTH OF THE CONDUIT AND THE HEIGHT OF FILL. ALSO, THE AFFECT ON LOAD OF PROPERTIES OF THE OVERLYING SOIL SUCH AS ITS UNIT WEIGHT AND COEFFICIENT OF INTERNAL FRICTION IS DISCUSSED AND THE PRINCIPLES GOVERNING THE TRANSMISSION OF LIVE LOADS THROUGH SHALLOW SOIL COVERING ARE PRESENTED. A NUMBER OF SPECIAL CASES OF CULVERT CONSTRUCTION ARE DESCRIBED, SEVERAL OF WHICH MAY BE RELIED UPON TO PROTECT THE CONDUIT FROM EXCESSIVELY HIGH LOADS IN THE CASE OF UNUSUALLY HIGH FILLS OVER THE STRUCTURE. THE METHODS ARE DISCUSSED OF TESTING RIGID CIRCULAR PIPES, BEDDING THE PIPES IN FIELD INSTALLATIONS AND DETERMINING THE SUPPORTING STRENGTH OF THIS TYPE OF CONDUIT WHEN LAID IN VARIOUS CLASSES OF BEDDING CONDITIONS. IN THE CASE OF RIGID PROJECTING CONDUITS, THE FIELD SUPPORTING STRENGTH IS INFLUENCED TO A CONSIDERABLE EXTENT BY THE ACTIVE LATERAL PRESSURE OF THE SOIL FILL MATERIAL WHICH ACTS AGAINST THE SIDES OF THE PIPE AND HELPS TO SUPPORT THE VERTICAL LOAD. THIS FACT IS TAKEN INTO ACCOUNT IN EVALUATING THE SUPPORTING STRENGTH OF THIS CLASS. ALSO, SOME PRINCIPLES GOVERNING THE CHOICE OF A SUITABLE FACTOR OF SAFETY FOR RIGID TYPES OF CONDUITS ARE DISCUSSED BRIEFLY. THE SUPPORTING STRENGTH OF FLEXIBLE STRUCTURES SUCH AS CORRUGATED METAL PIPE CULVERTS IS EVALUATED ON THE BASIS OF THE DEFLECTION OF THE FLEXIBLE PIPE UNDER THE INFLUENCE OF THE VERTICAL LOAD AND OF THE PASSIVE RESISTANCE PRESSURE OF THE FILL MATERIAL AT THE SIDES OF THE PIPE DURING THEIR OUTWARD MOVEMENT AGAINST THE SOIL AS DEFLECTION PROGRESSES. A FORMULA FOR ESTIMATING THE ULTIMATE DEFLECTION OF A FLEXIBLE PIPE CULVERT IS GIVEN, FOR PIPES WHICH ARE INSTALLED WITHOUT STRUTS OR OTHER PRE-STRESSING DEVICES /AUTHOR/]]></description>
      <pubDate>Fri, 09 Dec 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/110175</guid>
    </item>
    <item>
      <title>STRUCTURAL DESIGN OF BURIED CIRCULAR CONDUITS</title>
      <link>https://trid.trb.org/View/103840</link>
      <description><![CDATA[A PRACTICAL METHOD IS PROPOSED FOR THE STRUCTURAL DESIGN OF BURIED FLEXIBLE CONDUITS BASED ON THE ASSUMPTION THAT THE CONDUIT RING IS JUST ONE COMPONENT OF A SOIL-STRUCTURE INTERACTION SYSTEM. THE SOIL EXERTS PRESSURE ON THE FLEXIBLE CONDUIT, BUT IT ALSO CONTRIBUTES STRUCTURAL STRENGTH WHICH IS DETERMINED BY THE RELATIVE STIFFNESS OF THE SOIL AND CONDUIT RING. ACCORDING TO THIS APPROACH, THE RIGID CONDUIT IS SIMPLY A LIMITING CASE OF FLEXIBLE CONDUIT, AND MAY BE ANALYZED BY THE SAME METHOD. CRIPPLING FAILURE IS ANALYZED FOR THE IDEAL LIMITING CASE OF NONCOMPRESSIBLE SOIL, AND FOR COMPRESSIBLE SOIL. PRACTICAL STRUCTURAL DESIGN OF CIRCULAR CONDUITS IS BASED ON CONDUIT DEFORMATION WHICH FALLS INTO TWO AREAS FOR CONSIDERATION, WALL CRIPPLING AND RING DEFLECTION, WITH ADDITIONAL LIMITATIONS ON FLEXIBILITY FOR HANDLING AND PLACEMENT, ON BEDDING, POSSIBLY ON BLANKETING, ETC. CRIPPLING IS LIMITED BY A GIVEN FIGURE WHICH SHOWS THE RING-COMPRESSION STRENGTH AS A FUNCTION OF CONDUIT PROPERTIES AND THE SOIL-FRICTION ANGLE. THE RING COMPRESSION STRENGTH MUST BE REDUCED BY A SAFETY FACTOR. RING DEFLECTION FOR NONFLEXIBLE CONDUITS CAN BE ESTIMATED BY MODIFYING THE RING DEFLECTION FACTOR FOR A FLEXIBLE CONDUIT BY MEANS OR A GIVEN FIGURE. RING DEFLECTION IS QUICKLY AND CONSERVATIVELY ESTIMATED FOR FLEXIBLE CONDUITS BY THE CONSERVATIVE ASSUMPTION THAT THE RING DEFLECTION FACTOR IS EQUAL TO THE VERTICAL SOIL STRAIN FROM A CONSOLIDOMETER TEST. A FIGURE IS GIVEN FROM WHICH TO DETERMINE THE RING DEFLECTION FACTOR.]]></description>
      <pubDate>Fri, 18 Nov 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/103840</guid>
    </item>
    <item>
      <title>PLASTIC DESIGN OF FLEXIBLE CULVERTS</title>
      <link>https://trid.trb.org/View/106792</link>
      <description><![CDATA[A DESIGN PROCEDURE FOR CIRCULAR UNDERGROUND FLEXIBLE CONDUITS IS PRESENTED. THE METHOD IS BASED ON THE FORMULATION OF A COLLAPSE MECHANISM IN CONTRAST TO THE DEFLECTION CRITERION WHICH IS WIDELY USED AT PRESENT. IN ORDER TO LOCATE THE POINTS OF MAXIMUM BENDING MOMENT, THE LOADING CONDITIONS ASSUMED BY SPANGLER ARE USED, WITH SOME MODIFICATION, AND THE STRUCTURE IS ANALYZED ELASTICALLY. PLASTIC HINGES ARE ASSUMED AT THESE POINTS AND THE THICKNESS REQUIRED TO MAINTAIN EQUILIBRIUM IS CALCULATED. /AUTHOR/]]></description>
      <pubDate>Fri, 14 Oct 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/106792</guid>
    </item>
    <item>
      <title>STRENGTH OF STEEL CULVERT SHEETS BEARING AGAINST COMPACTED SAND BACKFILL</title>
      <link>https://trid.trb.org/View/103806</link>
      <description><![CDATA[AN INVESTIGATION WAS MADE OF THE ULTIMATE LOAD OF CURVED STEEL SHEETS BEARING AGAINST DENSE SAND BACKFILL. THE LOADING TESTS WERE CARRIED OUT AT A SCALE OF ONE-EIGHT FULL SIZE BY APPLYING AN AXIAL LOAD AT THE END OF PLAIN AND CORRUGATED SHEETS OF VARIOUS THICKNESSES AND RADII OF CURVATURE. DURING THE TESTS MEASUREMENTS WERE MADE OF THE STRAINS, SOIL PRESSURES AND DEFLECTIONS OF THE SHEETS. THE STRESS-DEFORMATION AND STRENGTH CHARACTERISTICS OF THE SAND WERE DETERMINED BY TRIAXIAL COMPRESSION TESTS FROM WHICH REPRESENTATIVE VALUES OF THE COEFFICIENT OF SOIL REACTION /SUBGRADE MODULUS/ WERE CALCULATED. THESE VALUES WERE FOUND TO BE OF THE SAME ORDER AS THE AVERAGE COEFFICIENTS DEDUCED FROM THE LOADING TESTS ON THE SHEETS. THE ANALYSIS SHOWS THAT FOR SMALL VALUES OF THE COEFFICIENT OF SOIL REACTION OR MODULUS OF DEFORMATION OF THE SOIL, AND FOR SMALL VALUES OF THE FLEXURAL RIGIDITY OF THE PLATES, THE SHEETS WOULD FAIL BY BUCKLING, BUT FOR LARGER VALUES OF THESE PARAMETERS THE SHEETS WOULD FAIL BY YIELDING OF THE SECTION. AN ANALYSIS IS ALSO MADE OF THE STRENGTH OF FLEXIBLE CULVERTS UNDER FILLS, FOR WHICH SIMPLE EQUATIONS AND DESIGN CHARTS ARE PRESENTED.]]></description>
      <pubDate>Fri, 07 Oct 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/103806</guid>
    </item>
    <item>
      <title>LOAD STUDY OF FLEXIBLE PIPES UNDER HIGH FILLS</title>
      <link>https://trid.trb.org/View/110232</link>
      <description><![CDATA[EARTH LOAD TESTS WERE CONDUCTED ON THREE 7-FOOT-DIAMETER CORRUGATED-METAL PIPES UNDER 137 FEET OF FILL. EACH PIPE WAS 512 FEET LONG ON A GRADE OF 2.5 PERCENT WITH 6 INCHES OF PARABOLIC CAMBER AT THE CENTER. PIPES WERE FILLED STRUTTED TO 3 PERCENT ELLIPTICAL CROSS-SECTION WITH LONG AXIS VERTICAL. THE FILL TO A HEIGHT OF 3 FEET ABOVE THE PIPE WAS COMPOSED OF A GRANULAR MATERIAL OF 100 PERCENT PROCTOR DENSITY. AT A FILL HEIGHT OF 10 FEET, A 7-FOOT-WIDE AND 7-FOOT-DEEP TRENCH WAS CUT OVER EACH PIPE AND BACKFILLED WITH LOOSE UNCOMPACTED MATERIAL BEFORE PROCEEDING WITH NORMAL FILL OPERATIONS. THE REMAINDER OF THE FILL WAS PLACED IN 3-FOOT LIFTS COMPACTED BY SHEEPSFOOT ROLLERS. LOADS WERE DETERMINED USING LOAD CELLS PLACED BETWEEN THE SILLS AND THE STRUTS, AND BY ATTACHING SR-4 STRAIN GAGES TO THE PIPE ON THE NEUTRAL AXIS OF THE CORRUGATIONS. DEFLECTION AND SUBSIDENCE MEASUREMENTS WERE ALSO MADE. STRAIN-GAGE DATA REVEALED THAT EACH INCREMENT OF FILL ADDED ITS LOAD INCREMENT IN DIRECT PROPORTION. DEFLECTION AND SUBSIDENCE OF THE PIPE WERE WITHIN DESIGN LIMITS. /AUTHOR/]]></description>
      <pubDate>Fri, 16 Sep 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/110232</guid>
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