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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>
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      <title>Transport Research International Documentation (TRID)</title>
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    <item>
      <title>NEGATIVE ADSORPTION OF SALTS BY SOILS</title>
      <link>https://trid.trb.org/View/122034</link>
      <description><![CDATA[A STUDY WAS CONDUCTED TO OBTAIN DIRECT EVIDENCE FOR THE EXISTENCE OF GRADIENTS IN THE SALT CONCENTRATION OF SOIL SOLUTIONS AND TO DETERMINE THE MAGNITUDE OF NEGATIVE ADSORPTION UNDER DIFFERENT CONDITIONS WITH RESPECT TO KIND AND CONCENTRATION OF SALT. THE SOILS STUDIED ARE REPRESENTATIVE OF THOSE FORMED UNDER ARID AND SEMIARID CLIMATES. THEY MAY BE CHARACTERIZED AS SLIGHTLY WEATHERED, NEUTRAL TO HIGHLY ALKALINE IN REACTION AND LOW IN ORGANIC MATTER. SAMPLES OF CALCIUM AND SODIUM-SATURATED SOILS WERE ADJUSTED TO THE SATURATION MOISTURE PERCENTAGE WITH CHLORIDE SALT SOLUTIONS. AFTER EQUILIBRATION, SUCCESSIVE FRACTIONS OF THE SOIL SOLUTIONS CONSISTING OF THAT REMOVED BETWEEN SUCTIONS 0 TO 1, 1 TO 4, 4 TO 8, AND 8 TO 16 ATMOSPHERES WERE OBTAINED BY THE PRESSURE-MEMBRANE APPARATUS. CHEMICAL ANALYSES OF THESE FRACTIONS AND DETERMINATIONS OF THE CHLORIDE CONCENTRATION OF THE SOLUTIONS REMAINING IN THE SOILS AFTER EXTRACTION AT 16 ATMOSPHERES OF SUCTION SHOWED PRONOUNCED GRADIENTS IN THE SALT CONCENTRATIONS OF SOIL SOLUTIONS, THE SOLUTION RETAINED AT THE HIGHER SUCTIONS HAVING LOWER CONCENTRATIONS. THE CONCENTRATION GRADIENT WAS CONSIDERABLY GREATER FOR SODIUM-SATURATED THAN FOR CALCIUM- SATURATED SOIL EXCEPT AT THE HIGHEST SALT LEVEL EMPLOYED. THE NEGATIVE ADSORPTION OF VARIOUS SALTS BY SOILS WAS DETERMINED QUANTITATIVELY FROM SURFACE AREA MEASUREMENTS BY ETHYLENE GLYCOL RETENTION AND FROM THE DIFFERENCE BETWEEN THE TRUE AMOUNT OF SALT PRESENT AND THAT INDICATED BY ANALYSIS OF A SATURATION EXTRACT OBTAINED AT A SUCTION OF ABOUT 1/2 ATMOSPHERE. THE NEGATIVE ADSORPTION OF SODIUM CHLORIDE AND SODIUM SULFATE BY SODIUM-SATURATED SOILS WAS SIMILAR TO, BUT GREATER THAN THAT OF CALCIUM CHLORIDE BY CALCIUM-SATURATED SOILS AT EQUIVALENT CONCENTRATIONS IN THE SATURATION EXTRACT.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:49 GMT</pubDate>
      <guid>https://trid.trb.org/View/122034</guid>
    </item>
    <item>
      <title>ELECTRO-OSMOTIC STABILIZATION OF SOILS</title>
      <link>https://trid.trb.org/View/122003</link>
      <description><![CDATA[A REVIEW IS PRESENTED OF THE PRINCIPLES OF PRACTICAL APPLICATIONS OF ELECTRO-OSMOSIS WITH PARTICULAR ATTENTION TO THE STABILIZATION OF NATURAL AND EXCAVATION SLOPES IN FINE-GRAINED SOILS, CONSISTING OF THREE PARTS: A DISCUSSION OF PRINCIPLES OF ELECTRO-OSMOTIC FLOW THROUGH CAPILLARIES, A DESCRIPTION OF VARIOUS PHENOMENA WHICH RESULT WHEN APPLYING ELECTRO-OSMOSIS TO COMPRESSIBLE, FINE-GRAINED MATERIALS, AND A PRESENTATION OF PRACTICAL APPLICATIONS IN EARTHWORK AND FOUNDATION ENGINEERING. THE AUTHOR REVIEWS THIS THEORY AND RESEARCH INTO ELECTRO-OSMOSIS STABILIZATION OF SOILS, FROM THE TIME OF HIS FIRST EXPERIMENT WITH PASSING ELECTRIC CURRENT THROUGH A SAMPLE OF CLAY. AN ATTEMPT TO STUDY THE EFFECTS OF ELECTRO-OSMOSIS ON COMPRESSIBLE, FINE-GRAINED MATERIALS, USED THE FOLLOWING TESTS: (1) ELECTRODES WERE COMPLETELY SURROUNDED BY THE MATERIALS TO BE TESTED, OR ARE IN CONTACT WITH THE ENDS OF THE SPECIMEN WHICH HAVE NO ACCESS TO FREE WATER, (2) THE ELECTRODES WERE IN CONTACT WITH THE ENDS OF THE SAMPLE TO BE TESTED WITH FREE WATER ACCESSIBLE THROUGH THE ELECTRODES TO THE END FACES OF THE SAMPLE, AND WITH EXTERNAL PRESSURE APPLIED TO THE SAMPLE THROUGH THE ELECTRODES, THUS COMBINING ELECTRO-OSMOSIS WITH AN ORDINARY CONSOLIDATION TEST, (3) THE ELECTRODES WERE IN CONTACT WITH THE ENDS OF THE SAMPLE TO BE TESTED, WITH FREE WATER ACCESSIBLE THROUGH THE ELECTRODES TO THE END FACES OF THE SAMPLE, BUT WITHOUT APPLICATION OF EXTERNAL PRESSURE, AND (4) THE ELECTRODES WERE SEPARATED FROM THE END FACES OF THE SAMPLE BY SPACE FILLED WITH WATER SO THAT THE SPECIMEN HAS ENTIRELY FREE ENDS. THIS SYSTEM IS TERMED AN OPEN SYSTEM AND THE FIRST ONE IS REFERRED TO AS A CLOSED SYSTEM. TEST RESULTS OF THESE TWO SYSTEM TESTS ARE DESCRIBED. OBSERVATIONS WHEN TESTING CLOSED SYSTEMS SHOW: (1) PROGRESSIVE DECREASE IN WATER CONTENT AND CORRESPONDING PROGRESSIVE CONSOLIDATION OF THE CLAY STARTING AT THE CATHODE, (2) THE RATE OF DISCHARGE OF WATER AT THE CATHODE IS CONTINUOUS FOR MANY WEEKS AT ALMOST CONSTANT RATE AND FINALLY DROPS OFF GRADUALLY, WITH THE CORRESPONDING DECREASE IN THE ELECTRIC CURRENT, AND (3) FOR A VERY SHORT PERIOD AFTER THE START OF THE TEST, WATER DISCHARGES AT THE ANODIC FACE. WHEN TESTING OPEN SYSTEMS, IT IS OBSERVED THAT THE ENDS OF A CLAY SAMPLE ARE FREE AND SEPARATED FROM THE ELECTRODES BY A SPACE FILLED WITH WATER. THE PHENOMENA THAT START AT THE CATHODE ARE VERY SIMILAR TO THOSE DESCRIBED FOR THE CLOSED SYSTEM. HOWEVER, AT THE ANODIC PHASE, DEPENDING ON THE MAGNITUDE OF THE POTENTIAL GRADIENT, THE CLAY EITHER SWELLS INTENSIVELY OR DISINTEGRATES BY PROGRESSIVE SLAKING. IN CONTRAST TO THE INSTABILITY AT THE ANODIC PHASE, THE CATHODIC PHASE REMAINS PERFECTLY STABLE AND THE STRENGTH OF THE CLAY AT THAT END INCREASES BECAUSE OF PROGRESSIVE CONSOLIDATION. IT IS SHOWN THAT BY MEANS OF ELECTRO-OSMOSIS ONE CAN MOVE WATER IN THE PORES OF FINE-GRAINED SOILS MUCH MORE EFFECTIVELY THAN BY GRAVITY, AND THAT COMPRESSIBLE FINE-GRAINED SOILS CAN BE CONSOLIDATED.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:41 GMT</pubDate>
      <guid>https://trid.trb.org/View/122003</guid>
    </item>
    <item>
      <title>INFLUENCE OF SOIL SUCTION ON BEHAVIOR OF A GLACIAL TILL SUBJECTED TO REPEATED LOADING</title>
      <link>https://trid.trb.org/View/121985</link>
      <description><![CDATA[FIELD AND LABORATORY INVESTIGATIONS ARE DESCRIBED OF THE INFLUENCE OF SOIL MOISTURE SUCTION ON THE RESILIENCE CHARACTERISTICS OF A GLACIAL TILL FROM SOUTHERN SASKATCHEWAN, CANADA. DEFLECTIONS UNDER AN 18,000-LB AXLE LOAD WERE MEASURED IN THE FIELD BY A BENKELMAN BEAM ALONG A 10-MILE SECTION OF PROVINCIAL HIGHWAY. TWENTY GYPSUM BLOCK MOISTURE METERS WERE PLACED 24 INCHES BELOW THE PAVEMENT SURFACE IN THE TILL SUBGRADE WHERE THE PAVEMENT SURFACE WAS IN GOOD CONDITION. RESULTS INDICATED THAT DEFLECTIONS GENERALLY CORRESPONDED TO SOIL SUCTION MEASUREMENTS, E.G., FOR COMPARATIVELY LARGE VALUES OF SOIL SUCTION THE DEFLECTIONS WERE COMPARATIVELY SMALL. SOIL SUCTION MEASUREMENTS AND REPEATED LOAD TRIAXIAL COMPRESSION TESTS WERE PERFORMED IN THE LABORATORY ON SAMPLES OF THE TILL COMPACTED BY STATIC COMPACTION OVER A RANGE IN WATER CONTENTS. WHEN THE SAMPLES WERE COMPACTED WET OF OPTIMUM FOR THE PARTICULAR COMPACTIVE EFFORT, THE SUCTION VALUES WERE LOW AND RESILIENT MODULI, DETERMINED FROM THE REPEATED LOAD TESTS, WERE COMPARATIVELY SMALL. COMPACTED DRY OF OPTIMUM, ON THE OTHER HAND, THE SUCTION VALUES WERE HIGH AND THE MODULI, CORRESPONDINGLY, WERE LARGE. THE INVESTIGATION INDICATED THAT THE VALUES OF SUCTION MEASURED IN THE FIELD COULD BE DUPLICATED IN THE LABORATORY WITH AVAILABLE EQUIPMENT AND THAT WHILE THE RANGE IN SUCTION WAS NOT LARGE (0 TO 110 PSI) THE RANGE IN MODULI (2000 TO 22,000 PSI) MAY BE OF CONSIDERABLE SIGNIFICANCE IN DESIGN. THE DATA ALSO EMPHASIZE THAT, FOR DESIGN OF PAVEMENTS, ONE MUST CONSIDER NOT ONLY MATERIAL CHANGES, BUT ALSO POTENTIAL SIGNIFICANT CHANGES IN SOIL SUCTION FOR THE SAME MATERIAL. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:37 GMT</pubDate>
      <guid>https://trid.trb.org/View/121985</guid>
    </item>
    <item>
      <title>TRANSIENT SOLUTIONS FOR DRAINAGE OF SLOPING LAND</title>
      <link>https://trid.trb.org/View/121098</link>
      <description><![CDATA[A HELE-SHAW VISCOUS FLOW MODEL WAS USED TO OBTAIN TRANSIENT SOLUTIONS FOR DRAINAGE OF SLOPING LAND. THE LAWS OF SIMILITUDE BETWEEN THE MODEL AND THE PROTOTYPE ARE SHOWN TO HOLD FOR THE TRANSIENT CASE AS WELL AS THE STEADY STATE CASE. A SERIES OF SOLUTIONS ARE PRESENTED FOR THE CONFIGURATION OF THE WATER TABLE FOR LANDS WITH SLOPE VARYING FROM 0 TO 70%. CAPILLARY FLOW IN THE REGION ABOVE THE WATER TABLE IS IGNORED AND IT IS ASSUMED THAT THE DRAINAGE DITCHES PENETRATE TO AN IMPERMEABLE LAYER. /ASCE/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:38:02 GMT</pubDate>
      <guid>https://trid.trb.org/View/121098</guid>
    </item>
    <item>
      <title>PORTLAND CEMENT CONTENTS REQUIRED TO STABILIZE EASTERN AND WESTERN IOWA LOESS</title>
      <link>https://trid.trb.org/View/119590</link>
      <description><![CDATA[TESTS WERE CONDUCTED ON IOWA SOIL SERIES SAMPLES TO FIND THE CEMENT CONTENTS REQUIRED TO STABILIZE VARIOUS HORIZONS OF MAJOR UPLAND SOIL SERIES IN TYPICAL LOESS AREAS IN IOWA. A MINIMUM OF TWO SAMPLE LOCATIONS FOR EACH SOIL SERIES WERE INCLUDED AND THE LOCATIONS SELECTED TO SHOW VARIABILITY WITHIN A SOIL SERIES. PATTERNS OF SOIL SERIES IN IOWA ARE TRACED. BASIC SOIL PROPERTY TESTS CONDUCTED WERE MECHANICAL ANALYSIS USING THE HYDROMETER AND PLASTICITY INDEX TEST. SOIL CEMENT TESTS USED TO DETERMINE CEMENT REQUIREMENTS WERE: MOISTURE-DENSITY TESTS, WET-DRY-TESTS, FREEZE-THAW TESTS, AND COMPRESSIVE STRENGTH TESTS. CEMENT REQUIREMENTS OF IOWA LOESS AND LOESSAL SOILS ARE SHOWN TO BE IMPERFECTLY RELATED TO SOIL SERIES DUE TO ERRATIC SUSCEPTIBILITY TO FREEZE-THAW. A THEORY TO EXPLAIN ABNORMAL FREEZE-THAW LOSS IS PROPOSED, AND FREEZE-THAW SENSITIVITY IS CORRELATED TO CLAY CEMENT AND CLAY OCCURRENCE AS COATINGS AND AS AGGREGATES. EXCESSIVE FREEZE-THAW LOSS APPEARS TO BE DUE TO SCALING CAUSED BY VOID SATURATION FROM MOISTURE MOVEMENT OUTWARD IN THE MOLDED CYLINDERS DURING FREEZING. IN ALL AREAS STUDIED, COARSE C HORIZON LOESS WOULD BE THE MOST ECONOMICAL TO STABILIZE. THE CEMENT REQUIREMENT FOR THIS MATERIAL IS USUALLY ABOUT 12%. FINER LOESSES AND B HORIZON MATERIALS OFTEN HAVE REDUCED FREEZE-THAW LOSS DUE TO LOW PERMEABILITY, BUT THE CEMENT REQUIREMENTS ARE USUALLY 14 TO 18 PERCENT. OTHER MATERIALS BECAUSE OF HIGH FREEZE-THAW SENSITIVITY WOULD BE COMPLETELY UNSATISFACTORY FOR SOIL CEMENT, ALTHOUGH WITH SOME OF THESE MATERIALS THE CEMENT REQUIREMENT MAY BE REDUCED BY GREATER COMPACTION. ANOTHER POSSIBLE SOLUTION SUGGESTED BY THE FREEZE-THAW MECHANISM IS TO REDUCE THE FREEZE-THAW SENSITIVITY BY ADMIXING SAND.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:24:51 GMT</pubDate>
      <guid>https://trid.trb.org/View/119590</guid>
    </item>
    <item>
      <title>LIME SHAFT AND LIME-TILLED STABILIZATION OF SUBGRADES ON COLORADO HIGHWAYS</title>
      <link>https://trid.trb.org/View/119403</link>
      <description><![CDATA[THIS STUDY IS AIMED AT IMPROVING STABILIZATION TECHNIQUES IN SWELLING SOILS. THIS REPORT SUMMARIZES THE FINDINGS WITH TWO METHODS. SUBGRADES ON FIVE PROJECTS WERE TREATED WITH LIME SHAFTS. THESE CONSISTED MAINLY OF 12-INCH DIAMETER VERTICAL HOLES, 6 TO 8 FEET DEEP, FILLED WITH ABOUT ONE POUND OF LIME TO ONE GALLON OF WATER, FOLLOWED BY BACKFILLING WITH AN OPEN-GRADED SAND. OBSERVATIONS INDICATE THAT THE LIME DID NOT MOVE OUT INTO THE SOIL, BUT THAT THE WATER DID A GOOD JOB OF WETTING THE SOIL AND WAS EFFECTIVE IN PREVENTING FURTHER DISTRESS. A FEW TESTS TO DETERMINE IF WATER ALONE WOULD WORK EQUALLY WELL INDICATED THAT IT DID NOT. THE LIME APPEARS TO ASSIST THE MOISTURE MIGRATION. SUBGRADES ON FOUR PROJECTS WERE STABILIZED BY SCARIFYING AND MIXING WITH 1 PERCENT TO 5 PERCENT HYDRATED LIME TO DEPTHS VARYING FROM 1 FOOT TO 3 FEET. RESULTS INDICATE A 1 FOOT DEPTH IS SATISFACTORY IN PREVENTING DRYING OF THE UNDERLYING LAYERS AND IN PROVIDING A FIRM WORKING PLATFORM. LESS THAN 1 FOOT WAS INADEQUATE. /BPR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:20:02 GMT</pubDate>
      <guid>https://trid.trb.org/View/119403</guid>
    </item>
    <item>
      <title>SANDSTONE ORIGIN SUBBASE MATERIAL STUDY</title>
      <link>https://trid.trb.org/View/119376</link>
      <description><![CDATA[EXCEEDING THE SPECIFICATION LIMITS FOR THE FRACTION OF MATERIAL PASSING THE NO. 100 SIEVE HAS BEEN AN OCCASIONAL PROBLEM WITH SOME SUBBASE MATERIALS IN WISCONSIN OBTAINED FROM SANDSTONE. IT HAS NOT BEEN UNCOMMON FOR THESE MATERIALS TO EXCEED THE SPECIFICATION LIMITS FOR THE FRACTION PASSING THE NO. 100 SIEVE BY FIVE TO EIGHT PERCENTAGE POINTS WHILE REMAINING WITHIN THE LIMITS FOR THE NO. 200 SIEVE. IT WAS BELIEVED THAT THESE SANDSTONE MATERIALS WOULD PERFORM SATISFACTORILY ALTHOUGH NOT ENTIRELY CONFORMING TO THE GRADATION SPECIFICATIONS. A LIMITED LABORATORY INVESTIGATION WAS INITIATED TO DETERMINE THE EFFECT OF VARYING THE FRACTION OF MATERIAL PASSING THE NO. 100 SIEVE AND RETAINED ON THE NO. 200 SIEVE, BOTH INSIDE AND OUT OF SPECIFICATION LIMITS. THE TESTING PROGRAM INCLUDED DENSITY, PERMEABILITY, CAPILLARY RISE, DIRECT SHEAR AND PENETRATION DETERMINATIONS ON PREPARED SAMPLES OF SANDSTONE MATERIAL FROM TWO SOURCES. THE RESULTS OF THE INVESTIGATION INDICATED THAT INCREASING THE FRACTION OF MATERIAL PASSING THE NO. 100 SIEVE AND RETAINED ON THE NO. 200 SIEVE BY FIVE TO TEN PERCENTAGE POINTS WOULD NOT PRODUCE DETRIMENTAL EFFECTS WITH RESPECT TO BEARING CAPACITY AND DRAINAGE CHARACTERISTICS. AS A CONSEQUENCE, THE WISCONSIN HIGHWAY COMMISSIONS STANDARD SPECIFICATIONS FOR GRANULAR SUBBASE COURSE, GRADE 2, WERE AMENDED TO INCREASE THE MAXIMUM ALLOWABLE AMOUNT OF THE FRACTION PASSING THE NO. 100 SIEVE FROM 25 TO 30 PER CENT. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:19:21 GMT</pubDate>
      <guid>https://trid.trb.org/View/119376</guid>
    </item>
    <item>
      <title>ON SOME PHYSICAL PROPERTIES OF REMOULDED COHESIVE SOILS</title>
      <link>https://trid.trb.org/View/119100</link>
      <description><![CDATA[SHEARING RESISTANCE AT FAILURE WAS DETERMINED BY MEANS OF THE KREY SHEARING APPARATUS WITH TERZAGHI SHEARING-BOXES ON TWO ENTIRELY DIFFERENT CLAYS - THE SILTY WIENER TEGEL AND THE PLASTIC LITTLE BELT CLAY. THE GRAIN SIZE DISTRIBUTION AND THE ATTERBERG LIMITS WERE DETERMINED. THE TRUE FORM OF THE STRESS-STRAIN CURVES BEFORE AND AFTER FAILURE, THE SLOW PLASTIC FLOW BEFORE FAILURE AND THE PERMANENT AND THIXOTROPIC VARIATIONS OF THE SHEARING RESISTANCE AFTER FAILURE WERE INVESTIGATED BY MEANS OF A NEW SHEARING APPARATUS, WHEREIN THE SAMPLE IS BROUGHT TO FAILURE THROUGH TORSION. REMOLDED SAMPLES WITH WATER CONTENTS CLOSE TO THE LIQUID LIMIT WERE CONSOLIDATED IN THREE DIFFERENT WAYS: NATURAL, OVERCONSOLIDATION AND CYCLIC OVERCONSOLIDATION. IT WAS DETERMINED THAT THE VOID RATIO OF COHESIVE SOILS IN A STATE OF STRONG OVERCONSOLIDATION IS INCREASED DURING THE SHEARING TEST, INDICATING THAT THE SHEARING LOAD WILL CAUSE A POSITIVE OR NEGATIVE EXCESS PRESSURE IN THE PORE WATER ACCORDING TO THE STATE OF CONSOLIDATION OF THE SOIL. MATHEMATICAL RELATIONS SHOW THAT THE SHEARING RESISTANCE IS A FUNCTION OF THE EFFECTIVE NORMAL STRESS ON, AND THE VOID RATIO IN, THE PLANE OF AND AT THE MOMENT OF FAILURE, AND THIS FUNCTION IS INDEPENDENT OF THE STRESS HISTORY OF THE SAMPLE. THE COMPRESSIVE STRENGTH IS A FUNCTION OF THE COEFFICIENT OF EFFECTIVE INTERNAL FRICTION AND THE EFFECTIVE COHESION IN THE PLANE OF FAILURE, AND OF THE CAPILLARY PRESSURE. TEST RESULTS SHOW THAT FOR SAMPLES OF THE SAME MATERIAL IN A STATE OF NATURAL CONSOLIDATION AND WITH THE SAME ANGLE BETWEEN THE DIRECTION OF THE COMPRESSIVE FORCE AND A PRINCIPLE PLANE OF ORIENTATION OF THE FLAKY MINERAL PARICLES, THE RATIO BETWEEN THE COMPRESSIVE STRENGTH, AND THE EQUIVALENT CONSOLIDATION PRESSURE IS A CONSTANT. A COMPARISON OF THE RESULTS SHOWS THAT IN RAPID SHEARING TESTS, THE VISCOSITY OF THE SOIL WILL CAUSE AN APPARENT INCREASE OF THE SHEARING RESISTANCE. DIFFICULTIES WERE ENCOUNTERED DUE TO UNKNOWN CHANGES OF THE HYDROSTATIC PRESSURE. IT IS CONCLUDED THAT A RELIABLE AND PRACTICAL METHOD FOR THE DETERMINATION OF THE HYDROSTATIC EXCESS PRESSURE IN THE PORE WATER IS TO BE PREFERRED TO RAPID SHEARING TESTS.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:12:19 GMT</pubDate>
      <guid>https://trid.trb.org/View/119100</guid>
    </item>
    <item>
      <title>ENGINEERING PROPERTIES OF CLAY SOILS</title>
      <link>https://trid.trb.org/View/119097</link>
      <description><![CDATA[A CLAY SOIL IS DEFINED FOR THE PRESENT PURPOSE AS ONE CONTAINING A SUFFICIENT AMOUNT OF CLAY TO GIVE IT THE PROPERTY OF PLASTICITY WHEN MOIST AND/OR COHESION WHEN DRY. PEDOLOGICAL CONSIDERATIONS ARE DISCUSSED AND THE PEDOLOGIC SYSTEM OF SOIL CLASSIFICATION. GENERAL CONSIDERATION OF GRADATION AND STRUCTURAL FACTORS ARE MADE IN DISCUSSION OF THE PHYSICAL PROPERTIES OF COHESIVE SOILS AS RELATED TO COMPOSITIONAL AND STRUCTURAL FACTORS. SOIL DYNAMICS ARE DISCUSSED IN RELATION TO SOIL STABILIZATION. IT IS CONCLUDED THAT SUCCESSFUL SOIL ENGINEERING IS BASED ON THE UNDERSTANDING OF BOTH (1) SOIL ANATOMY, WHICH IS CONCERNED WITH THE DEGRADATION, MINERALOGICAL AND CHEMICAL CHARACTER OF THE SOLID COMPONENTS, AND THEIR ARRANGEMENT TO SECONDARY STRUCTURAL UNITS, (2) SOIL MECHANICS, WHICH IS CONCERNED WITH THE RESISTANCE TO CONSOLIDATING AND SHEAR FORCES AND WITH THE PERMEABILITY TO WATER, (3) SOIL DYNAMICS, OR SOIL PHYSIOLOGY, CONCERNED WITH THE RATE PROCESSES OF TEMPERATURE AND MOISTURE MOVEMENT AND THEIR SOIL-MECHANICAL EFFECTS, AS WELL AS WITH BIOLOGICAL PHENOMENA, AND (4) GENERAL COLLOID CHEMISTRY AS A GUIDE TO RATIONAL DESIGN, AND TO CORRECTIVE AND STABILIZING MEASURES.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:12:14 GMT</pubDate>
      <guid>https://trid.trb.org/View/119097</guid>
    </item>
    <item>
      <title>A FEASIBILITY STUDY OF ELECTROKINETIC PROCESSES FOR STABILIZATION OF SOILS FOR MILITARY MOBILITY PURPOSES. REPT 2</title>
      <link>https://trid.trb.org/View/117851</link>
      <description><![CDATA[A REVIEW OF AVAILABLE THEORIES TO EXPLAIN ELECTROOSMOTIC FLOW IN CAPILLARIES IS PRESENTED AND EXTENDED TO SOIL SYSTEMS. ALSO PRESENTED IS A REVIEW OF EXISTING DOUBLE LAYER THEORIES TOGETHER WITH AN ANALYSIS OF THEIR LIMITATIONS WHEN USED TO PREDICT ELECTROOSMOTIC FLOW IN SOILS. A DETAILED DEVELOPMENT OF THE FORM OF THE EQUATION FOR ELECTROOSMOTIC FLOW IS APPLICABLE FOR ALL CAPILLARY SIZES AND WAS FIRST PRESENTED IN REPORT I OF THIS STUDY /MAY1964/ IS GIVEN. THE APPLICABILITY OF THIS EQUATION TO SOIL SYSTEMS IS DISCUSSED. THE ANALYSIS PRESENTED SHOWS THAT THE ELECTROOSMOTIC FLOW VELOCITY IN CAPILLARIES IS INDEPENDENT OF THE CAPILLARY RADIUS AND THE SHAPE OF THE CAPILLARY CROSS SECTION, IF THE CAPILLARY IS LARGE ENOUGH THAT THE DOUBLE LAYERS ON OPPOSITE WALLS DO NOT INTERACT. FOR THIS CASE, THE VOLUME OF OUTFLOW PER UNIT TIME CAN BE RELATED TO THE POROSITY OF THE SOIL. WHEN THE CAPILLARY RADIUS IS SMALL AND THE DOUBLE LAYERS INTERACT, THE FLOW VELOCITY IS SHOWN TO DEPEND ON THE CURVATURE OF THE CAPILLARY WALL AND THE RADIUS OF THE CAPILLARY. FOR THIS CASE, THE VOLUME OF OUTFLOW PER UNIT TIME CANNOT BE RELATED TO THE POROSITY OF THE SOIL. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 01:40:25 GMT</pubDate>
      <guid>https://trid.trb.org/View/117851</guid>
    </item>
    <item>
      <title>THE SIGNIFICANCE OF CAP AND BASE RESTRAINTS ON STRENGTH TESTS ON SOILS</title>
      <link>https://trid.trb.org/View/117531</link>
      <description><![CDATA[THE OBJECTIVE OF THIS INVESTIGATION WAS TO DETERMINE THE SIGNIFICANCE OF THE VARIOUS EFFECTS OF CAP AND BASE RESTRAINT IN STRENGTH TESTS ON SOILS. THE NORMAL CAPS AND BASES USED IN STRENGTH TESTS PREVENT LATERAL EXPANSION OF THE TOP AND BOTTOM OF TEST SPECIMENS. PREVIOUS STUDIES HAVE SHOWN THAT THIS RESTRAINT CAUSES NONUNIFORM VOLUME CHANGES IN DRAINED TESTS, MOISTURE MIGRATION IN UNDRAINED TESTS, AND , IN RAPIDLY CONDUCTED TESTS, NONUNIFORMITIES IN PORE-WATER PRESSURE IN UNDRAINED CLAY SPECIMENS. LUBRICATED CAPS AND BASES WERE USED TO ELIMINATE END RESTRAINT IN UNDRAINED TRIAXIAL AND PLANE STRAIN TESTS ON UNDISTURBED SATURATED CLAY. THE RESULTS OF THESE TESTS WERE COMPARED WITH THE RESULTS OF TESTS PERFORMED USING NORMAL CAPS AND BASES TO ASSESS THE SIGNIFICANCE OF CAP AND BASE RESTRAINT. THESE TESTS SHOWED THAT THE MAGNITUDE OF THE EFFECTS OF CAP AND BASE RESTRAINT ARE NOT SIGNIFICANT. IN CONJUNCTION WITH THIS INVESTIGATION A PROCEDURE WAS DEVELOPED FOR INSURING THE EFFECTIVENESS OF LUBRICATION IN ELIMINATING CAP AND BASE RESTRAINT. THE SAME TECHNIQUES MAY ALSO BE USED TO CALCULATE THE FRICTIONAL FORCES BETWEEN PLANE STRAIN SPECIMENS AND THEIR END PLATES. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 01:32:23 GMT</pubDate>
      <guid>https://trid.trb.org/View/117531</guid>
    </item>
    <item>
      <title>NUMERICAL ANALYSIS OF SOIL-MOISTURE SYSTEMS</title>
      <link>https://trid.trb.org/View/126838</link>
      <description><![CDATA[SOIL-MOISTURE SYSTEMS ARE ANALYZED USING A NUMERICAL TECHNIQUE AND A DIGITAL COMPUTER. THE TECHNIQUE IS APPLICABLE TO UNSTEADY-FLOW SYSTEMS IN NONHOMOGENEOUS SOILS. VARIABLE INITIAL AND BOUNDARY CONDITIONS MAY BE CONSIDERED. NONLINEAR MULTIVALUED RELATIONSHIPS BETWEEN MATRIX MOISTURE CONTENT, CAPILIARY POTENTIAL, AND HYDRAULIC CONDUCTIVITY MAY BE INCORPORATED. THE METHOD IS APPLICABLE IN THEORY TO ONE-, TWO-, OR THREE-DIMENSIONAL SYSTEMS. IT IS APPLIED HEREIN TO A ONE-DIMENSIONAL UNSTEADY FLOW SYSTEM. THE METHOD IS USED TO STUDY THE EFFECTS OF EVAPORATION AND SOIL-MOISTURE HYSTERESIS ON A DRAINING MASS OF INFILTRATED RAINFALL. /AUTHOR/]]></description>
      <pubDate>Thu, 29 Dec 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/126838</guid>
    </item>
    <item>
      <title>FROST HEAVING</title>
      <link>https://trid.trb.org/View/124219</link>
      <description><![CDATA[A LABORATORY INVESTIGATION WAS CONDUCTED ON PROBLEMS CONNECTED WITH FROST HEAVING. PRESSURE EFFECTS ACCOMPANYING THE FREEZING OF SOILS ARE DUE TO THE GROWTH OF ICE CRYSTALS AND NOT CHANGE IN VOLUME. PRESSURE IS DEVELOPED IN THE DIRECTION OF CRYSTAL GROWTH, WHICH IS DETERMINED CHIEFLY BY THE DIRECTION OF COOLING. THE SIZE OF THE CAPILLARY SPACES IN SOILS IS SHOWN TO BE AN IMPORTANT FACTOR, FOR IT DETERMINES THE HEIGHT TO WHICH WATER MAY BE LIFTED ABOVE THE WATER-TABLE BY SURFACE TENSION. HEAVING IS OFTEN GREATER THAN CAN BE EXPLAINED BY EXPANSION. IT IS DUE TO THE SEGREGATION OF WATER AS IT FREEZES, MORE WATER BEING DRAWN UP BY MOLECULAR COHESION. THE CHIEF FACTORS CONTROLLING SEGREGATION AND EXCESSIVE HEAVING ARE: SIZE OF SOIL PARTICLE, AMOUNT OF WATER AVAILABLE, SIZE AND PERCENTAGE OF VOIDS, AND RATE OF COOLING. THE PRESSURE DEVELOPED IS LIMITED BY THE TENSILE STRENGTH OF THE WATER. MORE WATER MAY BE CONCENTRATED IN THE SURFACE SOIL THROUGH ICE SEGREGATION FOLLOWED BY THAWING THEN IN ANY OTHER WAY. SEGREGATION CAUSES SHRINKAGE CRACKS BELOW IF THE SUPPLY OF WATER IS LIMITED OR THE SOIL VERY IMPERMEABLE. DIFFERENTIAL HEAVING IS DUE CHIEFLY TO DIFFERENCES IN SOIL TEXTURE AND IN THE AMOUNT OF AVAILABLE WATER, BUT DIFFERENCES IN THE KIND AND AMOUNT OF SOIL COVER ARE ALSO FACTORS. FROST HEAVING, WHEN UNIFORM, CAN CAUSE LITTLE DAMAGE TO PAVEMENTS OR STRUCTURES, BUT UNEQUAL HEAVING MAY BE VERY DISTRUCTIVE. THE PRINCIPLE DEVELOPED HELPS TO EXPLAIN CERTAIN GEOLOGIC PHENOMENA FOUND IN VERY COLD REGIONS, SUCH AS BURIED SHEETS, LENSES AND WEDGES OF ICE, AND THE SOIL POLYGONS WITH CONVEX SURFACES. APPLICATIONS TO ENGINEERING MAY BE MADE IN THE CONSTRUCTION OF HARD-SURFACED ROADS. THE RESISTANCE TO FREEZING OFFERED BY WATER IN VERY SMALL PORE SPACES, ESPECIALLY WHERE COLLOIDS ARE PRESENT, MAY HELP TO EXPLAIN HARDINESS IN PLANTS.]]></description>
      <pubDate>Fri, 16 Dec 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/124219</guid>
    </item>
    <item>
      <title>SOIL SUCTION EFFECTS ON PARTIAL SOIL FREEZING</title>
      <link>https://trid.trb.org/View/127925</link>
      <description><![CDATA[THE TOTAL EFFECTS OF PARTICLE INTERACTION OF THE SOIL- WATER SYSTEM IS MEASURED AND DESCRIBED IN TERMS OF SOIL SUCTION OR MOISTURE POTENTIAL SOIL SUCTION MEASUREMENTS ARE PRESENTED AND RELATED TO THE PARTIAL FREEZING PHENOMENON OF THREE SOIL TYPES, A KAOLINITIC CLAY, A MEDIUM FELDSPAR QUARTZ CLAY, AND A SILT. OVER THE TEMPERATURE RANGE 0C TO MINUS/6C IT WAS SHOWN THAT THE QUANTITY OF WATER REMAINING UNFROZEN MAY BE RELATED DIRECTLY TO THE SOIL SUCTION PARAMETER. A SIMPLIFIED PRESSURE-MEMBRANE TECHNIQUE FOR SOIL SUCTION MEASUREMENTS IS PRESENTED WHICH WOULD ALLOW FOR ROUTINE SOIL SUCTION DETERMINATIONS.]]></description>
      <pubDate>Mon, 12 Dec 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/127925</guid>
    </item>
    <item>
      <title>AN EXPERIMENTAL INVESTIGATION OF PROTECTIVE FILTERS</title>
      <link>https://trid.trb.org/View/124790</link>
      <description><![CDATA[THE MOST IMPORTANT SINGLE ITEM IN THE DESIGN OF DAMS ON PERVIOUS FOUNDATIONS IS THE PROVISION OF SAFEGUARDS AGAINST FAILURE DUE TO GRADUAL OR SUDDEN EROSION OF THE FOUNDATION. THE PROTECTION USUALLY PROVIDED AGAINST EROSION CONSISTS IN THE PROVISION OF LAYERS OR BLANKETS OF PERVIOUS MATERIAL, EACH LAYER BEARING A FIXED RELATION TO THE GRADING OF THE PREVIOUS AND SUCCESSIVE LAYERS. LABORATORY STUDY WAS CONDUCTED BASED ON THE PERMEABILITY TEST WHICH IS EMPLOYED IN SOIL TESTING TO DETERMINE THE COEFFICIENT OF PERMEABILITY OF SOILS. A PROTECTIVE FILTER MUST FULFILL THE FOLLOWING REQUIREMENTS: (1) IT MUST BE MANY TIMES MORE PERVIOUS THAN THE SOIL WHICH IS TO BE PROTECTED IN ORDER THAT THE GRAIN STRUCTURE OF THE FILTER WILL REMAIN ABSOLUTELY STABLE, AND (2) ITS PORES MUST BE SUFFICIENTLY FINE SO THAT SOIL GRAINS WILL NOT BE WASHED THROUGH THE FILTER. SOILS WERE PLACED IN TEST CYLINDERS IN TWO LAYERS, ONE LAYER BEING COMPOSED OF FINER GRAIN SIZES THAN THE OTHER. A PERMEABILITY TEST WAS THEN CONDUCTED WITH THE WATER FLOWING THROUGH THE SOIL, PASSING FROM THE FINER LAYER INTO THE COARSER LAYER. A COMPARISON OF THE GRAIN SIZE DISTRIBUTION CURVES BEFORE AND AFTER EACH TEST WAS MADE TO DETERMINE THE CHANGE WHICH HAD TAKEN PLACE IN THE GRADING CHARACTERISTICS OF EACH LAYER OF SOIL. THE TOTAL WEIGHT OF DRY SOIL IN THE INDIVIDUAL LAYERS WAS DETERMINED BEFORE AND AFTER A TEST. THE DIFFERENCE BETWEEN THE INITIAL AND FINAL WEIGHTS GAVE A QUANITATIVE INDEX OF THE MOVEMENT OF THE SOIL GRAINS. AIR SEGREGATION FROM THE WATER USED FOR PERMEABILITY TESTS IS AN IMPORTANT FACTOR WHICH MUST BE CONSIDERED IN ALL PERMEABILITY STUDIES OF SOILS. THE USE OF DISTILLED WATER IS RECOMMENDED FOR ALL TESTS TO AVOID CLOGGING BY SUSPENDED MATERIAL AND TO ESCAPE ANY DETRIMENTAL EFFECTS WHICH MAY BE CAUSED BY SOLUBLE SOLIDS. FILTER TESTS OF UNIFORM SANDS SHOULD LEAD TO THE FOLLOWING CONCLUSIONS: (1) THE MINIMUM CRITICAL RATIO OF THE 15 PER CENT SIZE OF THE FILTER AT THE LIMIT OF STABILITY IS IS APPROXIMATELY 9, (2) THE CRITICAL RATIOS ARE PRACTICALLY INDEPENDENT OF THE SHAPE OF THE SOIL GRAINS. (3) THE CRITICAL RATIOS ARE FAIRLY CONSTANT FOR THE RANGE OF HYDRAULIC GRADIENTS FROM 6 TO 20 WHICH WAS INVESTIGATED, (4) THE CRITICAL RATIOS UP TO WHICH MOVEMENT OF SOIL GRAINS IS VERY SLIGHT ARE REPRESENTED BY SHARPLY DEFINED RATIOS OF THE GRAIN SIZE OF THE BASE MATERIAL AND THE FILTER MATERIAL, (5) THESE CONCLUSIONS ARE APPLICABLE ONLY TO FILTERS AT LEAST 50 PERCENT COMPACTED.]]></description>
      <pubDate>Fri, 09 Dec 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/124790</guid>
    </item>
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