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    <title>Transport Research International Documentation (TRID)</title>
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    <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>Railway embankment stability in NSW</title>
      <link>https://trid.trb.org/View/1639305</link>
      <description><![CDATA[Much of the recent development in railway operations within the Way and Works Branch of the SRA appears to have taken place in the area of improvement of components and maintenance of the trackwork. Components such as ballast, sleepers, rails, fastenings, turnout components and the methods of laying and maintaining the track have been the subject of continuing research. It is now possible, with much reduced stall, to maintain or replace large lengths of track in a fraction of the time and cost it would have taken had it been attempted early in SRA history. We can also maintain track to much closer tolerances and at reduced cost. However, in spite of these improved techniques lor building and maintaining the track structure, there does not appear to have been corresponding improvement in the understanding of the behaviour and characteristics of the supporting structure - earth embankments.]]></description>
      <pubDate>Fri, 19 Jul 2019 14:22:23 GMT</pubDate>
      <guid>https://trid.trb.org/View/1639305</guid>
    </item>
    <item>
      <title>Application of Horizontal Slice Method in Stability Analysis of High Fill Embankments at Slope</title>
      <link>https://trid.trb.org/View/1099504</link>
      <description><![CDATA[Combined with practice in the freeway construction of the mountain region, full scale model test was carried out. The shape and location of the slip curve surface, the ultimate bearing capacity under load were found out when the high fill embankment on slope foundation was under unstable condition. Through studying the stability computation method of layered slope, horizontal slice of limited equilibrium method regarded high fill failure surface as broken line was put forward. The theoretical formulae for calculating safety coefficients and limited bearing capacity were derived. The results show that limited horizontal slice method which is used to analyze stability of high fitl embankment at slope foundation is feasible, simple and accurate in calculation.]]></description>
      <pubDate>Fri, 15 Apr 2011 13:44:49 GMT</pubDate>
      <guid>https://trid.trb.org/View/1099504</guid>
    </item>
    <item>
      <title>CLOSURE ON EVALUATION OF COUGAR DAM EMBANKMENT PERFORMANCE</title>
      <link>https://trid.trb.org/View/122653</link>
      <description><![CDATA[THE WRITER THANKS SQUIRE FOR HIS ANALYSIS RELATING LOAD TRANSFER DUE TO RELATIVE DISPLACEMENTS BETWEEN ZONES OF THE DAM TO DISPLACEMENTS AND SURFACE CRACKING AND AGREES THAT THE DOWNWARD MOVEMENTS IN THE UPSTREAM SHELL DURING THE FIRST RESERVOIR FILLING OCCURRED PRIMARILY ABOVE THE ZONE II ROCKFILL. AN ACCELERATED RATE OF CONSTRUCTION TO COMPLETE THE DAM BEFORE START OF THE RAINY SEASON IS THE MOST PROBABLE EXPLANATION. IN 1967, 4 YEARS AFTER COMPLETION OF THE DAM, THE CREST WAS REGRADED, SHOULDERS RAISED TO APPROXIMATELY THE ORIGINAL DESIGN CONDITION AND THE ROADWAY PAVED WITH ASPHALTIC CONCRETE. NO SURFACE CRACKS HAVE SINCE APPEARED IN THE SURFACE PAVING. A CORRECTION IS GIVEN FOR THE ORIGINAL PAPER. /AUTHOR/ REFERENCES: EVALUATION OF COUGAR DAM EMBANKMENT PERFORMANCE, ROBERT J. POPE, ASCE PROCEEDINGS PAPER 5316, JULY, 1967.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:44:20 GMT</pubDate>
      <guid>https://trid.trb.org/View/122653</guid>
    </item>
    <item>
      <title>FIRST IN SITU TREATMENT OF SILT WITH QUICKLIME IN A SINGLE THICK LAYER (FRENCH)</title>
      <link>https://trid.trb.org/View/122643</link>
      <description><![CDATA[DURING THE CONSTRUCTION OF A NEW ROAD THE NATURAL SOIL CONSISTING OF WET SILT WAS TREATED IN SITU BY QUICKLIME IN A SINGLE VERY THICK LAYER TO CONSTITUTE THE IMPROVED SUBGRADE OF THE PAVEMENT. THE MIXING MACHINE USED WAS OF AMERICAN MANUFACTURE AND TREATED THE SILT TO ABOUT 40 CM (MEASURED AFTER COMPACTING). THE ARTICLE GIVES AN ACCOUNT OF THE PRELIMINARY STUDIES, THE MATERIAL USED, THE PROGRESS OF THE WORK ON SITE, AND OBSERVATIONS MADE. STANDARD DEGREES OF PULVERIZATION OF THE SOIL AFTER MIXING SHOULD BE DEFINED, SO AS TO DISTINGUISH THE TREATMENT OF EMBANKMENTS FROM THE TREATMENT OF IMPROVED SUBGRADES. AN IMPROVEMENT OF PRESENT COMPACTING METHODS SHOULD BE STUDIED. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:44:17 GMT</pubDate>
      <guid>https://trid.trb.org/View/122643</guid>
    </item>
    <item>
      <title>DISCUSSION OF PERFORMANCE OF MUDDY RUN EMBANKMENT</title>
      <link>https://trid.trb.org/View/122641</link>
      <description><![CDATA[THE DETAILED PRESENTATION IS DISCUSSED OF THE DATA CONDENSING FIELD INVESTIGATION, DESIGN DECISIONS, AND EMBANKMENT PERFORMANCE, DURING CONSTRUCTION AND AFTER, OF THE MUDDY RUN EMBANKMENT, WHICH WAS MONITORED THROUGH ADEQUATE INSTRUMENTATION. HOWEVER, THE WRITER HAS DIFFICULTY UNDERSTANDING FROM THE DATA PRESENTED TO WHAT EXTENT THE MOVEMENT OF THE EMBANKMENT, SUBSEQUENT TO THE FIRST FILLING, SHOWS A TENDENCY OF ATTENUATION. HE WOULD LIKE TO KNOW THE DATE OF THE FIRST FILLING AND WONDERS IF SUBSEQUENT TO THAT, AFTER SETTLEMENT, IF A TENDENCY OF ATTENUATION IS SHOWN. REFERENCES: PERFORMANCE OF MUDDY RUN EMBANKMENT, STANLEY D. WILSON, DAVID MARANO, ASCR PROC. PAPER 6026, JULY, 1968.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:44:17 GMT</pubDate>
      <guid>https://trid.trb.org/View/122641</guid>
    </item>
    <item>
      <title>CLOSURE ON ELECTRO-OSMOTIC STABILIZATION OF WEST BRANCH DAM</title>
      <link>https://trid.trb.org/View/122577</link>
      <description><![CDATA[DISCUSSIONS BY CASAGRANDE AND FUQUAY ADDED VALUABLE INFORMATION CONCERNING ELECTRO-OSMOTIC STABILIZATION AND THE SAMPLING AND TESTING OF THE FOUNDATION. AS SUGGESTED BY CASAGRANDE, A STUDY WAS MADE TO DETERMINE THE VARIANTS IN THE ATTERBERG LIMITS AND MOISTURE CONTENTS BETWEEN THE ANODES AND CATHODES. HOWEVER, THERE WERE INSUFFICIENT DATA TO DETERMINE THE VARIANTS BETWEEN ELECTRODES. AS DISCUSSED BY FUQUAY, SAMPLING OF THE FOUNDATION THROUGH THE FILL AND AT DEPTHS UP TO 130 FEET PROVED TO BE VERY DIFFICULT, SLOW, AND EXPENSIVE. MEASUREMENTS OF PORE PRESSURES, SETTLEMENTS, AND MOVEMENTS HAVE CONTINUED SINCE THE EMBANKMENT WAS COMPLETED. THE EXTENSION OF PIEZOMETER 3-DC WHICH IS TYPICAL OF PIEZOMETERS ALONG THE CREST IS PRESENTED IN A FIGURE, AS WELL AS THE PLOT OF THE PIEZOMETRIC LEVELS IN PIEZOMETER 45-AC. THESE DATA INDICATE, AS SUGGESTED BY FUQUAY, THAT A 4-YEAR TO 5-YEAR DELAY WOULD HAVE BEEN REQUIRED BEFORE RAISING THE EMBANKMENT HAD NOT THE REDUCTION IN PORE PRESSURES BEEN ARTIFICIALLY ACCELERATED. A REVIEW OF THE DATA OBTAINED SINCE THE CLOSURE SECTION WAS COMPLETE INDICATES THAT THE MOVEMENTS ARE MUCH LESS THAN ANTICIPATED AND THAT THE PIEZOMETRIC LEVELS HAVE HAD ONLY A NORMAL INCREASE FROM THE RAISING OF THE RESERVOIR POOL. THE PORE PRESSURES WERE GREATLY REDUCED AND THE FOUNDATION STRENGHTS WERE APPRECIABLY INCREASED, THUS ENABLING THE EMBANKMENT TO BE COMPLETED IN TIME TO RAISE THE RESERVOIR POOL ON THE ORIGINAL SCHEDULE. REFERENCES: ELECTRO-OSMOTIC STABILIZATION OF WEST BRANCH DAM, C. A. FETZER, JOURNAL OF THE SOIL MECHANICS AND FOUNDATIONS DIVISION, PROCEEDINGS OF THE AMERICAN SOCIETY OF CIVIL ENGINEERS, PROCEEDINGS PAPER 5309, JULY 1967.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:44:01 GMT</pubDate>
      <guid>https://trid.trb.org/View/122577</guid>
    </item>
    <item>
      <title>EVALUATION OF DEEP IN-SITU SOIL STABILIZATION BY HIGH- PRESSURE LIME-SLURRY INJECTION</title>
      <link>https://trid.trb.org/View/122529</link>
      <description><![CDATA[DURING THE FALL OF 1965, A SOFT GLACIAL CLAYEY SILT DEPOSIT WAS PRESSURE-INJECTED WITH A HYDRATED LIME SLURRY TO DEPTHS OF 20 FEET TO DETERMINE THE EFFECTS OF THE LIME ON THE STABILIZATION OF THE FOUNDATION BENEATH A 40-FOOT HIGHWAY EMBANKMENT IN PENNSYLVANIA. FIELD SAMPLING PROGRAMS, VISUAL OBSERVATIONS AND LABORATORY TESTING PROGRAMS WERE CONDUCTED UP TO ONE YEAR AFTER THE LIME SLURRY WAS INJECTED. THE LABORATORY TESTING DATA ON TREATED AND UNTREATED LIME SAMPLES ARE DISCUSSED IN THIS PAPER. HIGH PRESSURE LIME- SLURRY INJECTION WAS MODERATELY SUCCESSFUL IN FORCING A SLURRY UNIFORMLY INTO THE SOFT CLAYEY SILT DEPOSIT. THE PHYSICAL CHARACTERISTICS OF THE TREATED SOIL GENERALLY APPEARED TO REMAIN UNCHANGED AFTER ONE YEAR OF IN-SITU CURING, WITH THE EXCEPTION OF THE SHEAR STRENGTHS WHICH INCREASED. THE RESULTS OF THE PROJECT REVEAL A DEFINITE UNSEFULNESS FOR THE HIGH PRESSURE LIME-SLURRY METHOD OF IN- SITU STABILIZATION IN COHESIVE SOILS. NEED FOR FURTURE INVESTIGATION LEADING TO SUCCESSFUL, PRATICAL DESIGN APPLICATIONS IS DISCUSSED. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:43:50 GMT</pubDate>
      <guid>https://trid.trb.org/View/122529</guid>
    </item>
    <item>
      <title>A RATIONAL METHOD FOR DETERMINING SAFE FOUNDATION PRESSURES AND EMBANKMENT STABILITY</title>
      <link>https://trid.trb.org/View/122510</link>
      <description><![CDATA[THE PROCEDURE FOR DETERMINING SAFE FOUNDATION PRESSURES, THE STABILITY OF SLOPING EMBANKMENTS, THE VALUE OF REINFORCED CONCRETE STRUTS AND THE EFFECT OF A REINFORCED CONCRETE SUBBASE IN REDUCING FOUNDATION PRESSURES AND PREVENTING UPHEAVAL HAS BEEN DESCRIBED. THE METHODS USED FOR DETERMINING THIS PROCEDURE ARE RATIONAL AND PRACTICAL. IT HAS PROVEN ITS VALUE IN COMPARING TEST BORING DATA OBTAINED IN ONE LOCATION WITH TEST BORING DATA OBTAINED IN OTHER LOCATIONS, AND THUS ENABLED THE EXERCISE OF JUDGMENT WITH A CERTAIN DEGREE OF CONFIDENCE. BECAUSE OF THE SIMPLICITY OF THE PROCEDURE, LITTLE EXPERIENCE IS NECESSARY FOR PERFORMING THE CALCULATIONS. WHERE THE COMPUTED OVERLOAD RATIOS FALL BELOW THE ALLOWABLE, THE DESIGNER MAY BE ALLOWED TO PROCEED ON HIS OWN. WHERE THE OVERLOAD RATIOS EXCEED THE ALLOWABLE, THE CHIEF DESIGNER MAY THEN EXERCISE HIS JUDGMENT IN SELECTING THE METHOD BEST SUITED TO INSURE A SAFE DESIGN. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:43:45 GMT</pubDate>
      <guid>https://trid.trb.org/View/122510</guid>
    </item>
    <item>
      <title>NOMOGRAPHS FOR THE CALCULATION OF STABILITY OF EMBANKMENT SLOPES ON SOFT SOILS</title>
      <link>https://trid.trb.org/View/121952</link>
      <description><![CDATA[IN THE PRELIMINARY PLANNING STAGE, NOMOGRAPHS ARE DESIGNED FOR CALCULATING THE STABILITY OF EMBANKMENT SLOPES COMPOSED OF COHESIVE MATERIALS IN FRICTIONAL CONTACT, BUILT ON A PURELY COHESIVE HOMOGENOUS FOUNDATION. THE SLOPE IS CHARACTERIZED BY ITS HEIGHT AND THE SLOPE OF ITS FACE, THE MATERIAL BY ITS SPECIFIC WEIGHT AND INTERNAL ANGLE OF FRICTION AND COHESION, AND THE FOUNDATION SOIL BY ITS THICKNESS AND COHESION, WITH THE LATTER BEING DEDUCED FROM THE UNDRAINED, UNCONSOLIDATED SHEARING TEST. CALCULATIONS HAVE BEEN MADE AT TOTAL STRESS BY BISHOP'S METHOD ON THE CAE510 ELECTRONIC DATA PROCESSING MACHINE AT THE LABORATOIRE CENTRAL DES PONTS ET CHAUSSEES. THE NOMOGRAPHS ARE IN THE FORM OF FOUR SERIES OF CURVES CORRESPONDING RESPECTIVELY TO SLOPES OF 3/2, 2/1, 2.5/1 AND 3/1. EACH SERIES CORRESPONDS TO THREE VALUES OF THE RATIO OF THE COHESION OF THE EMBANKMENT MATERIAL TO THAT OF THE FOUNDATION SOIL: 0.2, 0.5 AND 1. THE COEFFICIENT OF SAFETY, IN FUNCTION OF THE OTHER PARAMETERS, IS CALCULATED BY READING OFF THE CURVES AND LINEAR INTERPOLATIONS. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:29 GMT</pubDate>
      <guid>https://trid.trb.org/View/121952</guid>
    </item>
    <item>
      <title>PLANNING OF PROJECTS - EARTH WORKS - NETHERLANDS</title>
      <link>https://trid.trb.org/View/121920</link>
      <description><![CDATA[THE REPORT GIVES A SUMMARY OF THE MAPPING, WHICH IS NORMALLY USED FOR THE ALIGNMENT OF ROADS, AND MENTIONS SOME IMPORTANT CIRCUMSTANCES FOR THE CHOICE OF THE LOCATION OF THE ROAD. FOR THE CALCULATION OF THE AXIS OF THE ROAD AND THE DATA IN CONNECTION WITH THE PROJECT, COMPUTERS ARE USED MORE AND MORE. IT IS OF INTEREST TO NOTE THE TENDENCY TO CREATE AN INTEGRAL PROGRAM TO COMBINE THE RELATION BETWEEN THE HORIZONTAL AND VERTICAL CURVES OF THE ROAD TO OBTAIN A FREE FLOWING ALIGNMENT OF THE ROAD. IN HOLLAND, ONLY UNIFORM SAND IS AVAILABLE FOR EMBANKMENT MATERIALS. THEREFORE, THIS REPORT DOES NOT DISCUSS A CLASSIFICATION OF THE EMBANKMENT MATERIALS. THE DIFFICULTIES IN OBTAINING SAND FOR FILLS IN THIS AREA ARE REVIEWED. MENTIONED ALSO IS THE EXPLOITATION OF SAND IN PITS, LAKES AND SEA INLETS, AND THE OBLIGATION TO REFILL THE PITS. FREQUENTLY, PAYMENT OF THE DELIVERED QUANTITY OF SAND IS AGREED UPON ACCORDING TO THE CROSS-SECTIONS OF THE COMPLETED WORKS. THE MEASURING OF THESE DELIVERED QUANTITIES CAN BE DONE IN SEVERAL DIFFERENT WAYS, BUT EACH ONE HAS ITS OWN OBJECTIONS. FOR THE DESIGN OF ROADS IN AREAS WITH A SUB-SOIL, WHICH HAS A LOW BEARING RESISTANCE, IT IS NOTED THAT AT PRESENT ONLY TWO METHODS ARE USED, NAMELY THE METHOD OF THE TRENCH AND THE METHOD OF THE FILL RISING DIRECTLY ABOVE THE NATURAL GROUND LEVEL. NEARLY EVERYWHERE SAND PILES ARE USED IN ROAD CONSTRUCTION SO AS TO ACCELERATE THE SETTLEMENT. THE PREVENTION OF THE SIDEWAYS DEFORMATION IN CONNECTION WITH THE DESIGNED WIDTH OF THE EMBANKMENT IS STILL A PROBLEM. FINALLY, SOME PRACTICAL EXPERIENCES ARE MENTIONED WHICH THE DESIGNER HAS TO RECKON WITH IN SOFT SUB-SOIL AREAS. IN THESE AREAS SEPARATED LANES ARE RECOMMENDED FOR CABLES AND PIPELINES. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:20 GMT</pubDate>
      <guid>https://trid.trb.org/View/121920</guid>
    </item>
    <item>
      <title>PLANNING OF PROJECTS - EARTHWORKS - BELGIUM</title>
      <link>https://trid.trb.org/View/121913</link>
      <description><![CDATA[THE CURRENT METHOD IN BELGIUM FOR PRELIMINARY RECONNAISSANCE IS REVIEWED. ATTENTION IS DRAWN TO THE PRECAUTIONS TO BE TAKEN ON THE USE MADE OF STATISTICS AND TRIALS BY OEDOMETERS. BOTH DURING THE STUDY STAGE AND IN THE CONTROL STAGE OF THE WORKS, THE DRY DENSITY, THE INDICES AND THE PERCENTAGE OF VOIDS AND RESIDUAL VOIDS, AS THE DEGREE OF SATURATION, ARE IMPORTANT CHARACTERISTICS OF SOILS. STARTING FROM THE DETAILS NORMALLY PROVIDED BY THE LABORATORY, IT IS EASY, WITH THE AID OF THE NOMOGRAM PRESENTED, TO DETERMINE VERY RAPIDLY THE AFORESAID CHARACTERISTICS. THE WET CLIMATE OF BELGIUM IMPOSES EXACT CONDITIONS ON THE RE-USE OF SOILS. ALL THE METHODS CAPABLE OF ASSISTING IN THE CALCULATION FOR THE STABILITY OF EMBANKMENTS AND THEIR FIELD OF APPLICATION AS A FUNCTION OF THE INDIVIDUAL CONDITIONS MET IN PRACTICAL PROBLEMS ARE REVIEWED. THE CONSTRUCTION OF MOTORWAYS ACROSS SILTY AREAS HAS SOMETIMES SHOWN THE NEED TO INTERPOSE A FORMATION LAYER BETWEEN THE FOUNDATION AND THE SOIL IN SITU, THE ROLE OF WHICH IS DEFINED. THE USE OF SCHISTS OF CARBONIFEROUS SOILS (BURNT OR NOT), HAS PERMITTED IN SEVERAL CASES THE EXECUTION OF THESE LAYERS TO GOOD ACCOUNT. THE SEPARATION CONTRACTS FOR WORKS IS EXAMINED. THE ADVANTAGES OF AND DISADVANTAGES OF THE TWO SYSTEMS, SEPARATION OR GROUPING ARE REVIEWED. THE MORE AND MORE FREQUENT USE OF SAND DRAINS UNDER FILLS IS REVIEWED.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:19 GMT</pubDate>
      <guid>https://trid.trb.org/View/121913</guid>
    </item>
    <item>
      <title>CONSTRUCTION METHOD AND STABILITY OF EMBANKMENTS ON MUSKEG</title>
      <link>https://trid.trb.org/View/121796</link>
      <description><![CDATA[A METHOD FOR THE DESIGN AND CONSTRUCTION OF RELATIVELY THICK HIGHWAY EMBANKMENTS ACROSS MUSKEG DEPOSITS IS DESCRIBED. USING THEORETICAL SOIL MECHANICS CONCEPTS, IT IS PREDICTED THAT THE LONG TERM STABILITY OF THE MUSKEG NECESSITATES THE USE OF BERMS DESPITE THE FACT THAT AN UNDRAINED STRENGTH ANALYSIS BASED ON IN-SITU VANE TESTS MAY PREDICT A REASONABLE FACTOR OF SAFETY. CONSIDERATION OF BOTH THEORETICAL SOIL MECHANICS CONCEPTS AND PRACTICAL CONSIDERATIONS SUGGESTED THAT THE INTERACTION BETWEEN THE SOIL AND THE BERM DICTATES THAT BERM CONSTRUCTION SHOULD BE FROM THE OUTER LIMITS TOWARDS THE CENTRE AND SHOULD BE PLACED PRIOR TO THE CENTRAL FILL. SEVERAL CASE RECORDS ARE PRESENTED TO SUPPORT THE CONCLUSIONS DRAWN AND FURTHERMORE SUGGEST THAT THE WIDTH OF THE BERM SHOULD BE 1 1/2 TO 2 TIMES THE THICKNESS OF THE MUSKEG (PEAT PLUS LAKE MARL). /CGRA/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:40:51 GMT</pubDate>
      <guid>https://trid.trb.org/View/121796</guid>
    </item>
    <item>
      <title>A PLATE BEARING TEST USING A PROCESS DERIVED FROM WESTERGAARDS REACTION MODEL</title>
      <link>https://trid.trb.org/View/121071</link>
      <description><![CDATA[THIS ARTICLE BEGINS WITH A BRIEF DESCRIPTION OF THE MECHANICAL EQUIPMENT USED BY THE SAINT-BRIEUC REGIONAL LABORATORY FOR PLATE BEARING TESTS. A MORE DETAILED ACCOUNT IS GIVEN OF THE SYSTEM OF AUTOMATIC RECORDING OF PRESSURE- DEFORMATION CURVES ON THE XY RECORDING TABLE. THE SECOND PART DEALS WITH THE METHOD OF PROCEDURE AND CONTAINS SOME INDICATIONS CONCERNING THE SPECIAL PRECAUTIONS TO BE TAKEN AND THE AVERAGE DAILY YIELD THAT CAN BE EXPECTED. THE INTERPRETATION OF THE RESULTS RELATING TO THE CONTROL OF EMBANKMENTS AND STABILIZED LAYERS INCLUDES A BRIEF REMINDER OF THE K MODULUS AND INTRODUCES A NEW PARAMETER DELTA, DELTA EQUALS WE/WR/. SOME CRITERIA ARE THEN PROPOSED FOR JUDGING THE BEARING CAPACITY AND THE DEGREE OF COMPACTING. IN CONCLUSION, A STATISTICAL STUDY INDICATES THE RELATIONSHIP FOUND BETWEEN WESTERGAARDS K MODULUS AND THE MODULUS E OF SOIL BEARING.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:37:56 GMT</pubDate>
      <guid>https://trid.trb.org/View/121071</guid>
    </item>
    <item>
      <title>I-95 EMBANKMENT, SAUGUS, MASSACHUSETTS, SEPTEMBER 1965 - JUNE 1968</title>
      <link>https://trid.trb.org/View/119428</link>
      <description><![CDATA[CRITICALLY NEEDED FUNDAMENTAL INFORMATION ON THE RELIABILITY OF TECHNIQUES FOR PREDICTING DEFORMATION (SETTLEMENT AND HEAVE) AND STABILITY OF HEAVY EMBANKMENTS PLACED ON THICK DEPOSITS OF SOFT SOILS. THIS REPORT SUMMARIZES PROGRESS FROM SEPTEMBER, 1965, THROUGH JUNE 30, 1968, CONCENTRATING ON DOCUMENTING THE DETAILS OF THE INSTRUMENTATION AND THE INITIAL READINGS. INSTRUMENTATION INCLUDES (1) OBSERVATION WELLS AND PIEZOMETERS TO MEASURE THE PORE WATER PRESSURES UNDER AND ADJACENT TO THE EMBANKMENT AT STATION 246, (2) INCLINOMETERS TO MEASURE LATERAL AND VERTICAL DEFORMATIONS AT THE SECTION, (3) SETTLEMENT RODS TO MEASURE THE VERTICAL DEFORMATIONS, (4) A DEEP BENCH MARK TO REFERENCE THE VERTICAL DEFORMATIONS, AND (5) TOTAL STRESS CELLS FOR MEASUREMENT OF VERTICAL EMBANKMENT LOADING TO INVESTIGATE ARCHING IN THE FILL. EMBANKMENT CONSTRUCTION BEGAN IN DECEMBER, 1967, AND CONTINUED THROUGH JUNE, 1968. MOST OF THE INSTRUMENTATION WAS INSTALLED BY JUNE 30, 1968. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:20:41 GMT</pubDate>
      <guid>https://trid.trb.org/View/119428</guid>
    </item>
    <item>
      <title>PERFORMANCE OF EMBANKMENTS CONSTRUCTED OVER PEAT DEPOSITS</title>
      <link>https://trid.trb.org/View/119402</link>
      <description><![CDATA[THE PERFORMANCE OF THREE SECTIONS OF ROADWAY, CONSTRUCTED UPON A PEAT DEPOSIT, ARE COMPARED TO THE PREDICTIONS FROM ENGINEERING TESTS PRIOR TO CONSTRUCTION. THE USE OF SAND DRAINS APPEARS TO INCREASE THE STABILITY OF THE FILL BUT HAS LITTLE OR NO EFFECT UPON THE RATE OF SETTLEMENT. THE LOADING SETTLEMENT WAS PREDICTED WITH REASONABLE ACCURACY FROM THE CONSOLIDATION TESTS. THE LONG-TERM SETTLEMENT RATES COULD NOT BE PREDICTED FROM THE ENGINEERING PROPERTIES OF THE PEAT. THE RATE OF THE LONG-TERM SETTLEMENT WAS REDUCED BY THE USE OF OVERLOADS. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:20:01 GMT</pubDate>
      <guid>https://trid.trb.org/View/119402</guid>
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