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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>
    <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>THE FALLACY OF PLANE STRAIN IN CONSOLIDATION</title>
      <link>https://trid.trb.org/View/121862</link>
      <description><![CDATA[THE TERZAGHI ONE-DIMENSIONAL CONSOLIDATION TEST IS ONE OF THE MOST WIDELY USED TESTS IN SOIL MECHANICS. MANY FEATURES OF THIS TEST ARE, HOWEVER, OBSCURE, INCLUDING THE LATERAL PRESSURE ON THE WALLS OF THE CONTAINER, AND THE DISTRIBUTION ON HORIZONTAL PLANES OF STRESSES, STRAINS AND PORE WATER PRESSURE. INFORMATION ON THESE FEATURES WOULD BE APPLICABLE TO THE SOLUTION OF VARIOUS ENGINEERING AND GEOLOGICAL AND GEOLOGICAL PROBLEMS SUCH AS AT REST EARTH PRESSURE, MEASUREMENT OF INSITU PORE PRESSURES, FORMATION OF TENSION CRACKS IN SEDIMENTARY DEPOSITS, COAL SEAMS, CLAYS AND PEATS, AS WELL AS PROVIDING A CLEARER UNDERSTANDING OF THE WHOLE PROCESS OF CONSOLIDATION. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:06 GMT</pubDate>
      <guid>https://trid.trb.org/View/121862</guid>
    </item>
    <item>
      <title>COMPUTER SOLUTION FOR SETTLEMENT OF FOUNDATIONS</title>
      <link>https://trid.trb.org/View/121685</link>
      <description><![CDATA[MODERN COMPLEX STRUCTURES WITH HEAVY LOADINGS REQUIRE A DETAILED ANALYSIS OF THE DIFFERENTIAL SETTLEMENTS TO BE EXPECTED BECAUSE OF SOIL CONSOLIDATION. HOWEVER, THE ACCURATE CALCULATION OF SUCH SETTLEMENTS CONSIDERING VARIABLE SOIL PROPERTIES AND MANY LOADED POINTS IS A LABORIOUS AND TIME-CONSUMING JOB. IT WAS DECIDED TO DEVELOP A DIGITAL COMPUTER SOLUTION WHICH WOULD BE BASED ON THE ONE- DIMENSIONAL CONSOLIDATION THEORY AND THE ELASTIC THEORY OF STRESS DISTRIBUTION BUT WOULD STILL TAKE INTO ACCOUNT THE VARIATION IN SOIL PROPERTIES AND THE COMPLEXITY OF MANY LOADING CONDITIONS. THE MATHEMATICAL INTEGRATION OF THE EXPRESSION DEVELOPED TO PREDICT SETTLEMENT IS VERY DIFFICULT BECAUSE THE STRESS- STRAIN RELATION IN SOIL IS NONLINEAR, THERE IS NO GENERAL RELATION BETWEEN THE PRESSURE AT A POINT IN SOIL AND THE MANY LOADS THAT CAUSE THE PRESSURE, AND BOTH THE INITIAL AND FINAL PRESSURES ARE VARIABLES. TO OVERCOME THESE DIFFICULTIES, A NUMERICAL MODIFIED EULER METHOD WAS USED. A FLOW DIAGRAM AND A SPECIFIC FORTRAN LANGUAGE INSTRUCTION FOR THE IBM 1620 COMPUTER WERE PREPARED AND TYPICAL DIFFERENTIAL SETTLEMENT PROBLEMS WERE SOLVED. THE SETTLEMENTS OBTAINED COMPARED FAVORABLY WITH EXPERIMENTAL RESULTS. THE TIME INVOLVED TO EXECUTE A PROGRAM DEPENDS ON THE COMPUTER SPEED, THE NUMBER OF LOADS, THICKNESS OF SOIL LAYER AND THE INCREMENT OF THICKNESS SELECTED. THE COMPUTER SOLUTION COMPARES FAVORABLY IN COST, ACCURACY AND SPEED WITH OTHER CALCULATION METHODS. THE GREATER THE COMPLEXITY OF THE STRUCTURE, THE BETTER IS THE COMPARISON. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:40:23 GMT</pubDate>
      <guid>https://trid.trb.org/View/121685</guid>
    </item>
    <item>
      <title>SUMMARY AND EVALUATION OF SYMPOSIUM PAPERS</title>
      <link>https://trid.trb.org/View/121350</link>
      <description><![CDATA[SUMMARIES OF THE FOLLOWING SYMPOSIUM PAPERS ARE REVIEWED: (1) COMPARISON OF FIELD AND LABORATORY MEASUREMENTS OF MODULUS OF DEFORMATION OF A CLAY, (2) FIELD AND LABORATORY STUDIES OF MODULUS OF ELASTICITY OF A CLAY TILL, (3) COMPARISON OF LABORATORY AND FIELD VALUES OF CV FOR BOSTON BLUE CLAY, (4) CONSOLIDATION PROPERTIES OF AN ORGANIC CLAY DETERMINED FROM FIELD OBSERVATIONS, (5) IN SITU PERMEABILITIES FOR DETERMINING RATES OF CONSOLIDATION, AND (6) SOIL BEARING TESTS USING A SPHERICAL PENETRATION DEVICE. THE FIRST TWO PAPERS ATTEMPTED TO DETERMINE THE PROPERTIES OF CLAY DEPOSITS THROUGH THE IMMEDIATE EFFECTS OF THE RELEASE AND APPLICATION OF LOADS, WHILE THE FOURTH AND FIFTH PAPERS ARE CONCERNED WITH LONG-TERM PREDICTION OF THE TIME- SETTLEMENT BEHAVIOR OF EMBANKMENT LOADS. THE THIRD PAPER DEALT WITH THE CASE OF SHORT-TERM EFFECTS DUE TO EXCAVATION AND WATER TABLE LOWERING AT THE TOP LEVEL OF A CLAY LAYER. A POINT COMMON TO FOUR OUT OF FIVE PAPERS IS THE ASSUMPTION OF THE ONE-DIMENSIONAL NATURE OF THE PROBLEM. IN THE WORK REPORTED IN THE THIRD PAPER THE EFFECT OF THE THREE- DIMENSIONAL NATURE OF THE PROBLEM COULD HAVE BEEN STRONGER. IN ALL CASES, CONCLUSIONS CONCERNING THE MAGNITUDE OF THESE EFFECTS ON THE BASIS OF AGREEMENTS OR DIFFERENCES BETWEEN PREDICTED AND OBSERVED BEHAVIOR WOULD BE PREMATURE BECAUSE OF THE INFLUENCE OF OTHER SIGNIFICANT FACTORS. IT IS POINTED OUT THAT THE LACK OF SIMILARITY BETWEEN LABORATORY OR IN SITU TESTING PROCEDURES AND DEFORMATION PROCESSES IN THE FIELD MAY BE ONE OF THE MOST IMPORTANT FACTORS. A BASIC FALLACY IS DEMONSTRATED IN THE DEFINITION OF STRENGTH AND THE METHOD USED FOR THE MEASUREMENT OF THIS QUANTITY. IF EFFECTS OF THE MULTI-DIMENSIONAL NATURE OF PROBLEMS ARE TO BE INCLUDED IN THE PREDICTION OF THE RATE OF CONSOLIDATION, AWARENESS MUST BE PRESENT OF THE SMALL STRAIN TYPE SOLUTIONS PRESENTLY AVAILABLE. IT IS CONCLUDED THAT THE PREDICTION OF SETTLEMENT BEHAVIOR REQUIRES IMPROVEMENT OF TESTING TECHINQUES. COMPARISONS BETWEEN OBSERVED AND PREDICTED BEHAVIOR AS ACHIEVED BY THE AUTHORS OF THE SYMPOSIUM PAPERS ARE NEEDED TO REALIZE THE PROGRESS MADE IN THESE ATTEMPTS. A SIMILAR PROBLEM EXISTS REGARDING THE USE OF A DEFORMATION MODULUS FOR THE COMPUTATION OF INSTANTANEOUS DEFORMATION UNDER NO DRAINAGE CONDITIONS.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:39:01 GMT</pubDate>
      <guid>https://trid.trb.org/View/121350</guid>
    </item>
    <item>
      <title>NEW TECHNIQUE FOR SOIL CONSOLIDATION TESTS</title>
      <link>https://trid.trb.org/View/121177</link>
      <description><![CDATA[SOIL CONSOLIDATION TESTING USING THE NEW ROWE CONSOLIDATION CELL ALLOWS CONSOLIDATION TESTING OF CLAY SUBJECT TO ONE DIMENSION STRAIN. THE INSTRUMENT IS AVAILABLE IN THREE SIZES, 3 IN, 6 IN. AND 10 IN. DIAMETERS, AND THE SOIL SAMPLE IS ENCLOSED BETWEEN THE BODY OF THE CELL AND AN UPPER RUBBER MEMBRANE. COMPRESSION IS EFFECTED BY WATER PRESSURE ACTING ACROSS THE MEMBRANE. /RRL/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:38:20 GMT</pubDate>
      <guid>https://trid.trb.org/View/121177</guid>
    </item>
    <item>
      <title>STABILITY AND SETTLEMENT ANALYSES OF AN EMBANKMENT ON CLAY</title>
      <link>https://trid.trb.org/View/119405</link>
      <description><![CDATA[THE DESIGN PROBLEMS OF LARGE EMBANKMENTS ON SOFT CLAY FOUNDATIONS ARE STABILITY AND LARGE SETTLEMENT. DETAILED ANALYSES ARE PRESENTED OF A 40 FOOT HIGH TEST SECTION OF INTERSTATE ROUTE 95 IN SAUGUS, MASSACHUSETTS. TOTAL AND EFFECTIVE STRESS STABILITY ANALYSES INDICATE A MARGINAL FACTOR OF SAFETY. THESE METHODS OF ANALYSIS INCLUDE: BEARING CAPACITY, FELLENIUS METHOD OF SLICES, BISHOP'S SIMPLIFIED METHOD OF SLICES, AND THE MORGENSTERN-PRICE METHOD. SETTLEMENT MAGNITUDE PREDICTION METHODS HAVE NOT CHANGED APPRECIABLY SINCE TERZAGHI FIRST PRESENTED HIS THEORY OF ONE-DIMENSIONAL CONDITIONS. THE SKEMPTON-BJERRUM METHOD EMPLOYING THE THEORY OF ELASTICITY TO PREDICT INITIAL SHEER SETTLEMENT AND THEN ASSUMING ONE-DIMENSIONAL CONSOLIDATION OVER A RANGE OF VERTICAL STRESS THAT IS A FUNCTION OF PORE PRESSURE AND SURFACE LOAD GEOMETRY IS STUDIED.  ALSO STUDIED IS THE LAMBE STRESS PATH METHOD, IN WHICH THE ESTIMATED FIELD EFFECTIVE STRESS PATH IS DUPLICATED IN A TRIAXIAL TEST. CONSOLIDATION RATE IS ESTIMATED USING AN APPROXIMATION THAT TAKES HORIZONTAL DRAINAGE INTO ACCOUNT. THE TOP 22 FEET OF THE EMBANKMENT IS A SURCHARGE. VERTICAL MOVEMENTS OF THE CENTERLINE THAT WILL OCCUR UPON SURCHARGE REMOVAL ARE ESTIMATED FOR VARIOUS TIME PERIODS FOLLOWING THE START OF CONSTRUCTION USING ONE-DIMENSIONAL THEORY.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:20:05 GMT</pubDate>
      <guid>https://trid.trb.org/View/119405</guid>
    </item>
    <item>
      <title>A NEW ONE-DIMENSIONAL CONSOLIDATION TEST</title>
      <link>https://trid.trb.org/View/118252</link>
      <description><![CDATA[THE EXPERIMENTAL TECHNIQUES COMMONLY USED TO OBTAIN THE ONE-DIMENSIONAL COMPRESSION CHARACTERISTICS OF SOFT, IMPERMEABLE SOILS, SUCH AS CLAYS, ARE CRITICALLY REVIEWED. A GENERAL PURPOSE CONSOLIDOMETER HAS BEEN DESIGNED AND CONSTRUCTED FOR LABORATORY DETERMINATION OF THE STRESS- STRAIN AND TIME RATE OF CONSOLIDATION BEHAVIOR OF SOILS IN ONE-DIMENSIONAL COMPRESSION. SPECIAL FEATURES INCORPORATED IN THE DESIGN INCLUDE: (1) LOAD APPLIED INCREMENTALLY, AT A CONSTANT RATE OF STRESS AND AT A CONSTANT RATE OF STRAIN, (2) BACK PRESSURING FOR SATURATION, (3) MEASUREMENT OF RESIDUAL PORE PRESSURE AND/OR SWELL PRESSURE, (4) MEASUREMENT OF EXCESS PORE WATER PRESSURES AT THE IMPERVIOUS BASE, AND (5) FULL AUTOMATION DURING THE CONSOLIDATION PROCESS. SOLUTIONS TO THE TERZAGHI ONE-DIMENSIONAL CONSOLIDATION EQUATION ARE PRESENTED FOR THE CONDITION OF CONSTANT RATE OF STRAIN (CRS) ASSUMING THE SOIL HAS A CONSTANT COEFFICIENT OF COMPRESSIBILITY OR A CONSTANT COMPRESSION INDEX. FROM A LABORATORY TESTING PROGRAM ON ARTIFICIALLY SEDIMENTED BOSTON BLUE CLAY USING THE GENERAL PURPOSE CONSOLIDOMETER IT IS SHOWN THAT THE RESULTS OF CONSOLIDATION TESTS CONDUCTED AT (CRS) ARE USUALLY IN GOOD AGREEMENT WITH RESULTS FROM THE CONVENTIONAL INCREMENTAL TEST. IN ADDITION, THE CRS TEST IS SHOWN TO HAVE THE FOLLOWING ADVANTAGES OVER THE STANDARD INCREMENTAL TEST: (1) THE DURATION OF A TEST IS REDUCED FROM SEVERAL WEEKS TO SEVERAL DAYS, (2) THE STRESS-STRAIN AND CONSOLIDATION BEHAVIOR IS OBTAINED CONTINUOUSLY THROUGHOUT THE TEST. THE MAXIMUM PAST PRESSURE IS THEREFORE BETTER DEFINED, (3) THE CRS TEST CAN BE CONDUCTED AT SMALL HYDRAULIC GRADIENTS THAT MORE CLOSELY SIMULATE FIELD CONDITIONS, AND (4) THE CRS TEST IS READILY AUTOMATED. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 01:50:52 GMT</pubDate>
      <guid>https://trid.trb.org/View/118252</guid>
    </item>
    <item>
      <title>PROPERTIES OF ROCKS TESTED IN ONE-DIMENSIONAL COMPRESSION</title>
      <link>https://trid.trb.org/View/123711</link>
      <description><![CDATA[AN APPARATUS HAS BEEN DEVELOPED AND USED TO OBTAIN STATIC STRESS-STRAIN DATA ON ROCK AND SOIL SAMPLES IN ONE- DIMENSIONAL COMPRESSION. THIS PAPER DESCRIBES THE DESIGN AND METHOD OF USE, AND REPORTS TEST RESULTS OBTAINED ON SEVERAL TYPES OF ROCK AND SAND SPECIMENS. A 4-IN.-DIAM SPECIMEN WITH HEIGHT UP TO 2 IN. IS CONTAINED IN A THIN-WALLED STEEL CYLINDER. THIS CYLINDER IS CONTAINED IN THE MAIN PRESSURE VESSEL WHICH HAS A PRESSURE CAVITY SURROUNDING THE SPECIMEN. LOAD IS APPLIED THROUGH A LOAD CELL ON TOP OF THE SPECIMEN BY A HYDRAULIC PRESS. AN OPERATOR MAINTAINS A CONSTANT ZERO BALANCE ON STRAIN GAGES BONDED TO THE THIN, STEEL CYLINDER CONTAINING THE SPECIMEN BY PUMPING HYDRAULIC FLUID INTO THE PRESSURE CAVITY, THUS NULLIFYING THE TENDENCY OF THE TEST SPECIMEN TO EXPAND LATERALLY AS IT IS COMPRESSED AXIALLY. AXIAL LOAD AND DEFLECTION ARE RECORDED ON AN X-Y PLOTTER FROM SIGNALS RECEIVED FROM THE LOAD CELL AND A DEFLECTOMETER MOUNTED ON THE LOAD CELL. THIS APPARATUS HAS BEEN SUCESSFULLY USED TO OBTAIN DATA ON ROCKS TO AXIAL STRESSES OF 75,000 PSI AND ON SAND TO 30,000 PSI. TEST DATA FOR BOTH ROCKS AND SAND ARE PRESENTED IN THIS PAPER. /ARTICLE/]]></description>
      <pubDate>Thu, 29 Dec 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/123711</guid>
    </item>
    <item>
      <title>LOCAL STRAINS AND PORE PRESSURES IN A NORMALLY CONSOLIDATED CLAY LAYER DURING ONE-DIMENSIONAL CONSOLIDATION</title>
      <link>https://trid.trb.org/View/127089</link>
      <description><![CDATA[A NEW APPARATUS IS DESCRIBED FOR CARRYING OUT ONE-DIMENSIONAL CONSOLIDATION TESTS AND MODEL FOOTING TESTS ON CLAY. THE APPARATUS MAKES POSSIBLE THE MEASUREMENT OF LOCAL DEFORMATIONS AND PORE PRESSURES WITHIN THE CLAY BED BY MEANS OF X-RAY TECHNIQUES AND SPECIAL MINIATURE PORE PRESSURE PROBES RESPECTIVELY. TESTS ARE DESCRIBED FOR CHECKING THE MAGNITUDE OF WALL FRICTION AND THE UNIFORMITY OF DEFORMATIONS WITHIN THE CLAY BED DURING ONE-DIMENSIONAL CONSOLIDATION FROM A SLURRY. IT IS DEMONSTRATED THAT WHEN THE SOIL IS LOADED BY A RIGID PISTON, AS IN A CONVENTIONAL OEDOMETER, THE DEFORMATIONS UNDER STRESSES IN EXCESS OF ABOUT 5 SQ. LB. IN. ARE VERY UNIFORM. HOWEVER, WHEN THE STRESS IS APPLIED HYDRAULICALLY THROUGH FLEXIBLE MEMBRANE, THE STRAINS, ALTHOUGH FAIRLY UNIFORM IN THE CENTRAL REGION OF THE SPECIMEN, EXHIBIT APPRECIABLE NON-UNIFORMITIES NEAR THE WALLS. RADIOGRAPHIC MEASUREMENTS OF STRAIN MADE DURING ONE-DIMENSIONAL CONSOLIDATION OF NORMALLY CONSOLIDATED KAOLIN HAVE BEEN USED TO DEDUCE THE DISTRIBUTION OF PORE PRESSURE WITH DEPTH AT VARIOUS TIMES. THESE DEDUCED PORE PRESSURES ARE FOUND TO AGREE WELL WITH DIRECT MEASUREMENTS MADE SIMULTANEOUSLY WITH MINIATURE PORE PRESSURE PROBES. FOR THE PARTICULAR CONDITIONS OF TEST THE OVERALL TIME-SETTLEMENT BEHAVIOR OF THE KAOLIN CONFORMS CLOSELY TO THAT OF IDEAL NORMALLY CONSOLIDATED CLAY WITHOUT CREEP. A DETAILED COMPARISON BETWEEN THEORY AND EXPERIMENT SHOWS THAT FOR THESE IDEAL CONDITIONS, THE CLASSICAL TERZAGHI THEORY GIVES SATISFACTORY PREDICTIONS OF THE DISTRIBUTION OF PORE PRESSURE AND STRAIN WITH TIME FOR A PRESSURE INCREMENT RATIO OF LESS THAN 0.5. HOWEVER FOR PRESSURE INCREMENT RATIOS OF 1.0 OR MORE THE NEW THEORIES OF DAVIS AND RAYMOND (1965) AND GIBSON ET AL. (1967, ARE MORE ACCURATE THAN THE TERZAGHI THEORY. /RRL/A/]]></description>
      <pubDate>Thu, 15 Dec 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/127089</guid>
    </item>
    <item>
      <title>AN ANALYSIS OF CONSOLIDATION THEORIES</title>
      <link>https://trid.trb.org/View/127307</link>
      <description><![CDATA[ANALYSIS IS MADE OF THE ONE-, PSEUDO THREE- AND THREE- DIMENSIONAL THEORIES OF CONSOLIDATION. THE PARTICULAR PROBLEM OF A STRIP LOAD ON A HALF-PLANE IS SOLVED FOR THE COMPLETE STRESS FIELD. THE MANDEL-CRYER EFFECT IS NOTED AND ANALYZED IN TERMS OF ITS PHYSICAL MOTIVATION AND INFLUENCE ON FAILURE CONDITIONS. ATTENTION IS DRAWN TO THE LATERAL DISTRIBUTION OF EXCESS PORE PRESSURE AND MAXIMUM SHEAR STRESS. THE EFFECT OF PORE PRESSURE SPREADING IS NOTED. THREE-DIMENSIONAL PSEUDO AND THREE-DIMENSIONAL THEORIES ARE COMPARED. THE PSEUDO THEORY IS NOT A GOOD APPROXIMATION TO THREE-DIMENSIONAL CONSOLIDATION. AN ANALYSIS OF THICK CLAY LAYERS IS MADE USING LONDON CLAY AS AN EXAMPLE. PREDICTIONS OF THE PROGRESS OF CONSOLIDATION BY THREE-DIMENSIONAL THEORY ARE APPROXIMATELY ONE ORDER OF MAGNITUDE FASTER THAN BY CONVENTIONAL THEORY. IT IS CONCLUDED THAT THREE- DIMENSIONAL THEORY MODELS THE CONSOLIDATION PROCESS BETTER THAN OTHER COMPARABLE THEORIES. IT IS RECOMMENDED THAT FIELD EXPERIENCE BE DEVELOPED TO ENABLE APPROPRIATE INTERPRETATION OF THIS THEORY. /ASCE/]]></description>
      <pubDate>Thu, 22 Sep 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/127307</guid>
    </item>
    <item>
      <title>MISCELLANEOUS STUDIES OF THE FORMATION OF WAVE FRONTS IN SAND</title>
      <link>https://trid.trb.org/View/123646</link>
      <description><![CDATA[DATA CONCERNING THE STRESS-STRAIN BEHAVIOR OF DRY MONTEREY SAND USING INITIAL STATIC STRESSES RANGING FROM 2 PSI TO 20 PSI ARE PRESENTED' /1/ STRESS-STRAIN CURVES FOR ONE- DIMENSIONAL COMPRESSION WITH RISE-TIMES ON THE ORDER OF 25 MILLI-SECONDS AND STRESS INCREMENTS OF 100 PSI, AND /2/ DILATIONAL WAVE VELOCITIES MEASURED USING ULTRASONIC PULSES AND PULSES GENERATED BY A HAMMER BLOW. THE THEORY FOR THE DISPERSION OF A WAVE FRONT PASSING THROUGH A SYSTEM OF DISCRETE PARTICLES IS PRESENTED AND DISCUSSED.]]></description>
      <pubDate>Mon, 05 Sep 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/123646</guid>
    </item>
    <item>
      <title>THREE-DIMENSIONAL CONSOLIDATION</title>
      <link>https://trid.trb.org/View/126945</link>
      <description><![CDATA[THE ONE-DIMENSIONAL THEORY OF TERZAGHI CAN BE EXTENDED TO THREE DIMENSIONS IF THE INITIAL DISTRIBUTION OF PORE WATER PRESSURES IS KNOWN. THIS THEORY IS SIMILAR TO THAT OF BIOT WITH THE EXCEPTION THAT THE NORMAL STRAINS ARE NOT DEFINED DURING CONSOLIDATION OTHER THAN BY THE GENERAL CONDITIONS OF COMPATIBILITY OF STRAIN. ONLY THE VOLUMETRIC STRAIN IS PRESCRIBED. EXPERIMENTAL EVIDENCE IS PRESENTED IN FAVOR OF THE FORMER APPROACH, AND A COMPLETE SOLUTION, INCLUDING STABILITY ANALYSIS, IS MADE OF A CONSOLIDATING RIGID CIRCULAR FOOTING USING THE GENERALIZED TERZAGHI THEORY. A STUDY IS ALSO MADE OF SECONDARY COMPRESSION WHICH IS SHOWN TO BE DUE TO VARIATIONS IN THE COEFFICIENT OF PERMEABILITY. THE BULK MODULUS OR COEFFICIENT OF COMPRESSION IS SHOWN TO BE VERY NEARLY CONSTANT, IN SPITE OF VARIATION OF THE POISSON RATIO DURING CONSOLIDATION, AND IS PROPORTIONAL TO THE AVERAGE PERMEABILITY. /AUTHOR/]]></description>
      <pubDate>Fri, 22 Jul 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/126945</guid>
    </item>
    <item>
      <title>THE CONSOLIDATION OF SOME NORMALLY CONSOLIDATED FINE-GRAINED SOILS SUBJECTED TO LARGE LOAD RATIOS AND ONE-DIMENSIONAL DRAINAGE</title>
      <link>https://trid.trb.org/View/124699</link>
      <description><![CDATA[A THEORY OF CONSOLIDATION ASSUMING A VARIABLE COEFFICIENT OF COMPRESSIBILITY AND PERMEABILITY HAS BEEN DEVELOPED. SOLUTIONS ARE GIVEN FOR THE CASE OF A THIN BED OF CLAY SUBJECTED TO AN INSTANTANEOUS LOAD INCREMENT. ONE DIMENSIONAL DRAINAGE TESTS PERFORMED IN BOTH THE OEDOMETER AND TRIAXIAL CELL ARE PRESENTED. THE TESTS IN THE TRIAXIAL CELL WERE DONE USING HYDROSTATIC LOADING. THE LABORATORY WORK WAS CONDUCTED ON SOME REMOULDED NEW SOUTH WALES SOILS, AND SOME UNDISTURBED ONTARIO SOILS USING INSTANTANEOUS LOADING AND LARGE LOAD RATIOS. THE PROPOUNDED THEORY WAS FOUND TO BE IN REASONABLE BUT NOT IN COMPLETE AGREEMENT WITH THE TEST RESULTS. /CGRA/RRL/]]></description>
      <pubDate>Wed, 02 Feb 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/124699</guid>
    </item>
    <item>
      <title>MODELING ONE-DIMENSIONAL COMPRESSION CHARACTERISTICS OF SOILS</title>
      <link>https://trid.trb.org/View/351957</link>
      <description><![CDATA[This Technical Note proposes an extended power function for modeling one-dimensional compression of normally consolidated and overconsolidated soils.  The function has 3 parameters, and a single set of these parameters is sufficient for representing void ratio-effective stress relations from zero effective stress to any desired stress level.  The model proposed by Hardin (1989) is discussed, and it is noted that both models have problems in fitting data of highly sensitive clays, but from the limited comparison presented in the paper, it appears that for these cases Hardin's model is more suitable.]]></description>
      <pubDate>Thu, 31 Jan 1991 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/351957</guid>
    </item>
    <item>
      <title>ONE-DIMENSIONAL CONSOLIDATION WITH THREE-DIMENSIONAL FLOW FOR TIME-DEPENDENT LOADING</title>
      <link>https://trid.trb.org/View/348732</link>
      <description><![CDATA[This Note reports the development of nondimensionalized equations for the design of sand-drain spacing for time-dependent loading.  It is noted that the thickness of the compressible layer and its horizontal and vertical permeabilites, time for end of construction loading, method of installation of sand drains, drain spacing, and diameter are the important parameters involved in the design of sand drains.  This Note sets forth the theoretical considerations, and describes the design procedure.]]></description>
      <pubDate>Fri, 30 Nov 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/348732</guid>
    </item>
    <item>
      <title>VISCOUS-ELASTIC-PLASTIC MODELLING OF ONE-DIMENSIONAL TIME-DEPENDENT BEHAVIOUR OF CLAYS: DISCUSSION</title>
      <link>https://trid.trb.org/View/309182</link>
      <description><![CDATA[This is a discussion of a paper by the same title which appeared in Vol. 26, No. 2, Canadian Geotechnical Journal, pp 199-209.  The authors of the original paper are J.-H. Yin and J. Graham.  For an abstract of the original paper see TRIS 485404.]]></description>
      <pubDate>Tue, 31 Jul 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/309182</guid>
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