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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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    <language>en-us</language>
    <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>MEASUREMENT OF THE LENGTH OF AN EMBEDDED PILE USING A LONGITUDINAL VIBRATION METHOD</title>
      <link>https://trid.trb.org/View/281212</link>
      <description><![CDATA[The feasibility of developing a method was studied and a method was developed for measuring the length of an embedded pile.  A literature review was made and various techniques were investigated.  Because of its versatility, it was decided that a vibration method called modal analysis would afford the best chance of success in measuring embedded piles.  The advantages of modal analysis are listed, and the details of the method are described.  Pile tests are described, and test results are presented.  The test methods and techniques show that it is possible to determine the embedded length of a pile using the longitudinal vibration method.  Not only can the length be determined, but analysis of the solution for a bar with a mass attached at the end indicates that it may be possible, with further research, to determine the load-carrying capacity of the pile.]]></description>
      <pubDate>Tue, 31 Aug 2004 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/281212</guid>
    </item>
    <item>
      <title>INSTRUMENTATION NEEDS</title>
      <link>https://trid.trb.org/View/130809</link>
      <description><![CDATA[CONTENTS: INTRODUCTION PROPERTIES OF LAYERED STRUCTURES LATERAL PLACEMENT OF TRAFFIC SHORT RANGE TELEMETRY SURVEYING FLOOD SCOUR PAVEMENT THICKNESS ASPHALT OXIDATION PILE BEARING CAPACITY POSITION AND CONDITION OF REINFORCING STEEL AUTOMATIC VEHICLE IDENTIFICATION BITUMINOUS HOT-MIXING THOROUGHNESS SOIL STRAIN OR PRESSURE VOIDS UNDER PCC PAVING CONTOUR AND ROUGHNESS SUBSURFACE WATER FLOW CORROSION CONDITIONS SURVEY FREEZE-AND-THAW RESISTANCE SOUNDNESS OF WOOD SALT CONTENT OF STABILIZED SOIL LIST OF COMMITTEE MEMBERS]]></description>
      <pubDate>Mon, 16 Aug 2004 06:12:52 GMT</pubDate>
      <guid>https://trid.trb.org/View/130809</guid>
    </item>
    <item>
      <title>PILE TESTS-ARKANSAS RIVER PROJECT</title>
      <link>https://trid.trb.org/View/124106</link>
      <description><![CDATA[FIELD DRIVING AND LOADING TESTS WERE MADE ON A VARIETY OF PILES DRIVEN WITH DIFFERENT HAMMERS TO DEVELOP CRITERIA FOR THE DESIGN AND CONSTRUCTION OF PILE FOUNDATIONS IN SAND FOR LOCKS AND DAMS ON THE LOWER ARKANSAS RIVER. THE EFFECT OF JETTING ON THE CAPACITY OF A PILE WAS DETERMINED. STEEL PIPE AND H-PILES WERE INSTRUMENTED TO MEASURE STRAINS PRODUCED BY COMPRESSION AND TENSION LOADINGS TO DETERMINE THE DISTRIBUTION OF STRESS IN THE PILES. LOAD TESTS WERE ALSO MADE ON PILES DRIVEN DURING CONSTRUCTION OF SOME OF THE LOCKS IN THE LOWER VALLEY. THE PILE TESTS SHOWED THAT 12-IN. TO 16-IN. 50-FT. LONG DISPLACEMENT PILES DRIVEN INTO THE ALLUVIAL SANDS IN THE ARKANSAS RIVER VALLEY HAVE CAPACITIES IN EXCESS OF 100 TONS IN COMPRESSION, AND 50 TONS IN TENSION. THE PILE CAPACITY WAS THE SAME REGARDLESS OF HAMMER USED TO DRIVE THE PILE. COMPRESSION TEST FAILURE LOADS CHECKED CAPACITIES CALCULATED FROM THE PACIFIC COAST UNIFORM BUILDING CODE AND JANBU EQUATION EXCEPT FOR H-PILES. /ASCE/]]></description>
      <pubDate>Sun, 15 Aug 2004 19:15:48 GMT</pubDate>
      <guid>https://trid.trb.org/View/124106</guid>
    </item>
    <item>
      <title>CLOSURE ON SOME EXPERIENCES WITH BORED PILING</title>
      <link>https://trid.trb.org/View/122654</link>
      <description><![CDATA[THE WRITER THANKS VISWANATHAN FOR HIS DISCUSSION AND POINTS OUT THAT THE WRITER'S ARTICLE WAS INITIATED PRINCIPALLY TO ILLUSTRATE THE FAILURES DUE TO NECKING AND WAISTING AND THEIR CAUSES IN BORED PILES. THE ARGUMENTS GIVEN BY THE PROJECT CONTRACTOR THAT CHISELING LEADS TO A LOSS IN STRENGTH ARE DISMISSED AS MISLEADING. PILE BEARING CAPACITY WAS EFFECTED BY NECKING AND WAISTING. THE WRITER'S CONCLUSION THAT THE PROBLEM OF DETECTING NECKING AND WAISTING, HONEYCOMBING AND GAPS, IN BORED-CAST-IN PLACE PILES IS YET UNSOLVED, IS QUITE CORRECT. DYNAMIC CONE PENETRATION TESTS ARE INCONCLUSIVE IN THE CASE OF IN SITU WEATHERED ROCK STRATA WITH UNWEATHERED QUARTZITE, AS ENCOUNTERED AT THE SITE. THE VERTICAL DESIGN LOADS ADOPTED WERE VERIFIED BY LOAD TESTING ABOUT 50 OF THE LARGE DIAMETER PILES. ALL METHODS OF ANALYSIS ARE USELESS IF PILES HAVE NECKING AND WAISTING. SEVERAL CORRECTIONS ARE GIVEN TO THE ORIGINAL PAPER. REFERENCES: SOME EXPERIENCES WITH BORED PILING, VISHNU JEE PANDEY, ASCE PROCEEDINGS PAPER 5421, SEPTEMBER, 1967.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:44:20 GMT</pubDate>
      <guid>https://trid.trb.org/View/122654</guid>
    </item>
    <item>
      <title>DISCUSSION OF PILE-DRIVING FORMULAS FOR FRICTION PILES IN SAND</title>
      <link>https://trid.trb.org/View/122630</link>
      <description><![CDATA[DISCUSSION BY EDWARD K. ANDERSON IS INTENDED TO LEND SUPPORT TO THIS PAPER BY SUPPLYING ADDITIONAL DATA THAT MAY BE OF INTEREST TO THE AUTHORS AND READERS. THE RESULTS OF 315 TESTS OF STEEL H, STEEL PIPE, STEEL MONOTUBE, STEP TAPERED, TIMBER, CONCRETE, AND CONCRETE PIPE PILES ARE SHOWN GRAPHICALLY IN 7 FIGURES PRESENTED. THESE DIAGRAMS ARE OF THE MEASURED PILE TEST LOAD THAT PRODUCED A 0.25-IN. GROSS SETTLEMENT OF THE PILE HEAD VERSUS THE INDICATED DYNAMIC CAPACITY OF THE PILE AS OBTAINED FORM THE PACIFIC COAST FORMULA. THE VALUES OF THE FORMULA ARE IDENTICAL TO THOSE DESCRIBED IN THE PAPER EXCEPT FOR THE VALUE OF S, WHICH IS OBTAINED FROM THE NUMBER OF BLOWS FOR THE LAST FOOT OF PILE DRIVEN. THE USE OF THE PACIFIC COAST FORMULA DOES NOT IMPLY THAT THE WRITER ADVOCATES ITS USE. IT IS RECOMMENDED THAT AN ENGINEER SHOULD NOT BE SATISFIED WITH THE USE OF ANY PILE- DRIVING FORMULA WITHOUT FIRST OBTAINING AN INDIVIDUAL PILE A-VALUE BY WHICH THE REMAINING PILES IN THE PROJECT CAN BE RELATED TO THE LOAD TEST. THE WRITER REITERATES THE OFTEN STATED FACT THAT PILE-DRIVING FORMULAS SHOULD ONLY BE USED AS A YARDSTICK BY WHICH THE UNIFORMITY OF THE FOUNDATION IS MEASURED AND OBSERVED. MR. CAMERON SUGGESTS THAT THE AUTHORS' CONCLUSIONS AS TO THE ACCURACY OF THE VARIOUS FORMULAS REQUIRES QUALIFICATION. NO ONE WILL ARGUE WITH THEIR CONCLUSIONS REGARDING THE UNSUITABILITY OF THE ENGINEERING NEWS FORMULA. THE AUTHORS RECOMMEND THE USE OF THE ADJUSTED GATES FORMULA. THE GATES FORMULA CERTAINLY FITS THE RESULTS STUDIED. HOWEVER, A STUDY OF THE FORM OF THE GATES FORMULA WILL SHOW THAT THIS AGREEMENT MUST BE FORTUITOUS. ONLY THE SAME THREE VARIABLES ENTER INTO THE FORMULA THAT APPEAR IN THE ENGINEERING NEWS FORMULA. THE FORMULA, THEREFORE, IGNORES THE FOLLOWING FACTORS: (1) RELATIVE WEIGHT OF PILE AND RAM, (2) MATERIAL AND CROSS- SECTIONAL AREA OF PILE AND, THEREFORE, THE ELASTIC LOSSES IN THE PILE, (3) THE MATERIAL AND THICKNESS OF THE PILE DRIVING CAP AND, THERFORE, THE ELASTIC LOSSES IN THE CAP, AND (4) THE NATURE OF THE GROUND INTO WHICH THE PILE IS DRIVEN AND, THEREFORE, THE LOSSES ASSOCIATED WITH TEMPORARY COMPRESSION OF THE GROUND. THE ONLY ONE OF THE SEVEN FORMULAS WHICH INCLUDES FACTORS FOR ALL VARIABLES LISTED IS THE HILEY FORMULA. REFERENCES: PILE DRIVING FORMULAS FOR FRICTION PILES IN SAND, R.E. OLSON AND K.S. FLAATE, ASCE (PROC. PAPER 5604), NOVEMBER 1967.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:44:14 GMT</pubDate>
      <guid>https://trid.trb.org/View/122630</guid>
    </item>
    <item>
      <title>PILE LOAD CAPACITY: ESTIMATES AND TEST RESULTS-CLOSURE</title>
      <link>https://trid.trb.org/View/122536</link>
      <description><![CDATA[THE AUTHOR REPLIES TO A DISCUSSION OF LEGGET'S PRESENTED IN MAY 1967. SUBSEQUENT DISCUSSION IS REPORTED WITH THE RAYMOND CONCRETE PILE DIVISION OF RAYMOND INTERNATIONAL. THE CRITICISM OF BOTH ON THE USE OF THE ENGINEERING NEWS FORMULA IS AGREED. TO FORESTALL FURTHER MISUSE OF THE MODIFIED ENG NEWS FORMULA, THE AUTHOR CONCEDES THAT THE FOLLOWING POINTS DESERVE PARTICULAR ATTENTION IN SUMMARIZING THE MICHIGAN STUDY: (1) THERE WAS NO DYNAMIC FORMULA ACCEPTED AS RELIABLE IN PREDICTING PILE CAPACITY FOR THE WIDE VARIATION IN FIELD CONDITIONS AND GENERAL PILE DRIVING PRACTICE, (2) DATA FROM SOIL INVESTIGATIONS, INCLUDING BORINGS AND FIELD AND LABORATORY TESTS, WERE SELECTED AS THE BASIS FOR DESIGN OF PILE FOUNDATIONS AND TO SELECT THE BEARING STRATUM, (3) BLOW COUNT WAS STILL CONSIDERED ESSENTIAL FOR CONTROLLING THE UNIFORMITY OF PILE DRIVING ON EACH SPECIFIC PROJECT, (4) SOME MEANS OF ESTIMATING PILE CAPACITY WHERE ADEQUATE SOIL INVESTIGATIONS ARE NOT AVAILABLE WAS CONSIDERED DESIRABLE, AND (5) MICHIGAN WILL CONTINUE ITS EFFORT TO IMPROVE THIS PHASE OF THEIR OPERATION AND MAINTAIN ITS INTEREST IN OTHER RESEARCH PROGRAMS DESIGNED TO IMPROVE PILE DRIVING PRACTICE IN GENERAL. THE AUTHOR CONCLUDES THAT POSSIBILITIES OF THE WAVE EQUATION ANALYSIS SHOULD NOT BE OVERLOOKED. REFERENCES: PILE LOAD CAPACITY: ESTIMATES AND TEST RESULTS, WILLIAM S. HOUSEL, PROC. PAPER 4861, JOURNAL OF THE SOIL MECHANICS AND FOUNDATIONS DIVISION, PROCEEDINGS OF THE AMERICAN SOCIETY OF CIVIL ENGINEERS, JULY, 1966. CRITIQUE OF MICHIGAN STUDY, RAYMOND INTERNATIONAL, INC., FOUNDATION FACTS, VOL. 2, NO. 1, NEW YORK, 1966.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:43:51 GMT</pubDate>
      <guid>https://trid.trb.org/View/122536</guid>
    </item>
    <item>
      <title>MICHIGAN STUDY OF PILE DRIVING HAMMERS-CLOSURE</title>
      <link>https://trid.trb.org/View/122535</link>
      <description><![CDATA[THE AUTHOR RESPONDS TO DISCUSSIONS IN JULY, 1966, IN WHICH BOGGS EMPHASIZED A NUMBER OF THE IMPORTANT RESULTS OF THE INVESTIGATION INCLUDING THE SIGNIFICANCE OF IMPROVING THE DESIGN OF CUSHION BLOCKS AND SELECTING HAMMERS FOR SPECIFIC JOB CONDITIONS, DEPENDING ON WHETHER HEAVY DRIVING OR SPEED OF PENETRATION WITH LIGHT DRIVING WERE THE CONTROLLING FACTORS. BENTLEY AND GREAVES SUGGESTED TWO DIFFERENT APPROACHES TO BRIDGING THE GAP BETWEEN DYNAMIC RESISTANCE DURING DRIVING AND THE STATIC LOAD CAPACITY OF PILES. THE WORK CONCEPT USED BY BENTLEY INDICATES A SUFFICIENTLY GOOD CORRELATION IN THE ONE EXAMPLE GIVEN TO JUSTIFY A MORE COMPLETE COMPARATIVE ANALYSIS OF THE MICHIGAN TEST SERIES. THE NONDIMENSIONAL IMPULSE CHARACTERISTIC NUMBER SUGGESTED BY GREAVES MAY BE ANOTHER PROMISING APPROACH WITH A SOUND THEORETICAL BACKGROUND CONFIRMED BY HIS PRACTICAL EXPERIENCE. THE AUTHOR IS IMPRESSED BY THE POSSIBILITY OF THE IMPULSE APPROACH AS HE ALSO USED A MOMENTUM-IMPULSE RELATIONSHIP IN DEVELOPING A PENETRATION METHOD OF EVALUATING SOIL RESISTANCE IN COMMERCIAL BORING AND SAMPLING. REFERENCES: MICHIGAN STUDY OF PILE DRIVING HAMMERS, WILLIAM S. HOUSEL, PROC. PAPER 4483, JOURNAL OF THE SOIL MECHANICS AND FOUNDATIONS DIVISION, PROCEEDINGS OF THE AMERICAN SOCIETY OF CIVIL ENGINEERS, SEPTEMBER, 1965. FIELD MANUAL OF SOIL ENGINEERING, 4TH ED., MICHIGAN STATE HIGHWAY DEPT., LANSING, MICHIGAN, 1960. A PENETRATION METHOD OF MEASURING SOIL RESISTANCE, WILLIAM S. HOUSEL, PROCEEDINGS, AMERICAN SOCIETY FOR TESTING AND MATERIALS, VOL. 35, 1935.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:43:51 GMT</pubDate>
      <guid>https://trid.trb.org/View/122535</guid>
    </item>
    <item>
      <title>THE BUCKLING OF SLENDER PILES UNDER COMPLEX LOADING</title>
      <link>https://trid.trb.org/View/122294</link>
      <description><![CDATA[TESTS ON MODEL STEEL PILES FULLY EMBEDDED IN A SOFT SILTY CLAY HAVE INDICATED THAT THE ELASTIC BUCKLING LOAD IS A FUNCTION OF THE IMPERFECTIONS OF THE PILE OR THE ECCENTRICITY OF LOADING. THE ELASTIC BUCKLING LOAD OF A PILE LOADED ECCENTRICALLY WAS FOUND TO BE AS LOW AS 19 PER CENT OF THE BUCKLING LOAD OF THE SAME PILE WHEN LOADED AXIALLY. THIS DECREASING LOAD CAPACITY WITH ECCENTRICITY IS A DIRECT RESULT OF THE NON-LINEAR NATURE OF THE STRESS STRAIN PROPERTIES OF THE SOIL USED IN THE EXPERIMENTS. SIMILAR EFFECTS CAN BE EXPECTED IN THE SOFT SOILS WHERE THE POSSIBILITY OF BUCKLING MUST BE CONSIDERED. A THEORETICAL INVESTIGATION OF THIS PROBLEM INDICATES THAT THE MAXIMUM REDUCTION IN THE ELASTIC BUCKLING LOAD WOULD BE BETWEEN ONE QUARTER AND ONE SIXTH OF THE ELASTIC BUCKLING LOAD OF AN AXIALLY LOADED PILE. /RRL/(A)]]></description>
      <pubDate>Sun, 15 Aug 2004 02:42:52 GMT</pubDate>
      <guid>https://trid.trb.org/View/122294</guid>
    </item>
    <item>
      <title>END BEARING AND SKIN FRICTION RESISTANCE OF PILES</title>
      <link>https://trid.trb.org/View/121939</link>
      <description><![CDATA[A DEVICE WITH WHICH IT IS POSSIBLE TO SEPARATE THE POINT RESISTANCE FROM THE TOTAL BEARING CAPACITY BY MEASURING THE COMPRESSION OF THE LOWER PART OF A TEST PILE IS DESCRIBED. THIS METHOD HAS BEEN USED EXTENSIVELY IN SWEDEN DURING THE LAST THREE YEARS. RESULTS FROM A LOAD TEST WITH A DRIVEN REINFORCED CONCRETE PILE IN WHICH THE NEW DEVICE HAS BEEN USED INDICATE THAT THE SKIN FRICTION RESISTANCE CAN BE CALCULATED FROM THE UNDRAINED SHEAR STRENGTH OF THE SURROUNDING COHESIVE SOIL. THE TEST RESULTS ALSO INDICATE THAT THE POINT RESISTANCE CAN BE ESTIMATED FROM THE STRESS WAVE EQUATION. /ASCE/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:25 GMT</pubDate>
      <guid>https://trid.trb.org/View/121939</guid>
    </item>
    <item>
      <title>CALCULATION OF THE HORIZONTAL FORCES ON DEEP FOUNDATIONS IN CLAY OR MUD</title>
      <link>https://trid.trb.org/View/121902</link>
      <description><![CDATA[AFTER SITUATING THE STUDY IN THE FRAMEWORK OF THE INVESTIGATIONS THAT HAVE BEEN MADE UP TO THE PRESENT TIME, NOT ONLY IN FRANCE BUT ABROAD, AND HAVING EMPHASIZED THE IMPORTANCE OF HORIZONTAL LOADS ON PILES, THE AUTHORS JUSTIFY THE MAKING OF FULLSCALE TESTS AND DEFINE THE TESTING CONDITIONS: THE SITES SELECTED, THE PROGRAM OF OBSERVATIONS, THE EQUIPMENT AND THE TESTING MACHINE. IN A SECOND SECTION OF THE STUDY THERE ARE PRESENTED THE CONCLUSIONS DRAWN FROM A SERIES OF SOME THIRTY TESTS CARRIED OUT IN A MEDIUM CLAY FOR WHICH THE FACTORS STUDIED WERE: THE PENETRATION DEPTH, THE LOAD CONDITIONS (COMBINATION OF FORCES APPLIED), THE FRONTAL DIMENSION OF THE PILES AND THEIR RIGIDITY. THE MEASUREMENTS WERE MADE BOTH ON THE DRIVING AND ON THE BEARING CAPACITY OF THE PILES, AS WELL AS ON THE BEHAVIOR UNDER HORIZONTAL LOAD, COMBINED OR NOT WITH A VERTICAL LOAD. AN ACCOUNT IS GIVEN OF THE BEGINNING OF A SERIES OF TESTS ON A SILT AND OF A COMPARISON WITH JAPANESE TESTS CARRIED OUT IN SANDS. THE INTERPRETATION IS BASED ON LIMIT EQUILIBRIUM AND, AS A NEW DEPARTURE WITH RESPECT TO THE THEORIES GENERALLY APPLIED UP TO THE PRESENT, THE ROLE OF LATERAL FRICTION ON THE SIDES OF THE PILES IS TAKEN INTO CONSIDERATION. WITHIN THIS FRAMEWORK A METHOD OF CALCULATION IS PRESENTED. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:16 GMT</pubDate>
      <guid>https://trid.trb.org/View/121902</guid>
    </item>
    <item>
      <title>METHODS OF CALCULATING THE ULTIMATE BEARING CAPACITY OF PILES: A SUMMARY</title>
      <link>https://trid.trb.org/View/121882</link>
      <description><![CDATA[METHODS FOR THE EVALUATION OF THE BEARING CAPACITY OF PILES FROM STRENGTH PROPERTIES OF THE SOIL OR FROM DYNAMIC AND STATIC PENETRATION TEST ARE PRESENTED. IT CAN BE STATED THAT THERE DOES NOT EXIST TODAY A RELIABLE GENERAL METHOD TO DETERMINE SATISFACTORILY THE BEARING CAPACITY OF PILES UNDER ALL CONDITIONS. WITH THE METHODS INCLUDED HEREIN THE PILE BEARING CAPACITY CAN BE DETERMINED FOR SOME IDEAL CONDITIONS. IN MOST CASES CONSIDERABLE UNCERTAINTY EXISTS ABOUT THE ACTUAL BEARING CAPACITY OF A PILE WHEN LOAD TESTS HAVE NOT BEEN CARRIED OUT. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:11 GMT</pubDate>
      <guid>https://trid.trb.org/View/121882</guid>
    </item>
    <item>
      <title>EVALUATION OF PILE CAPACITY AND THE EFFECT OF NEGATIVE FRICTION</title>
      <link>https://trid.trb.org/View/121779</link>
      <description><![CDATA[PILE LOAD TESTS CONTINUE TO SHOW THAT PILE DRIVING EQUATIONS ARE UNRELIABLE IN ASSESSING PILE CAPACITY, RANGING FROM THE UNSAFE TO EXTREMELY CONSERVATIVE. AN INCREASING TREND IN THE DESIGN OF BRIDGE FOUNDATIONS IS THE PREDETERMINATION OF PILE REQUIREMENTS ON THE BASIS OF SOILS DATA DERIVED FROM A THOROUGH INVESTIGATION. SINCE MOST BRIDGE DESIGNS WILL INCORPORATE AN APPROACH FILL TO REDUCE THE LENGTH OF THE STRUCTURE, THE PILE DESIGN MUST TAKE INTO CONSIDERATION THE DRAG BY NEGATIVE FRICTION AT THE ABUTMENTS WHICH MAY RESULT FROM CONSOLIDATION OF THE SUBGRADE SOIL UNDER THE FILL. THIS PAPER POSTULATES A METHOD OF EVALUATING NEGATIVE FRICTION FOR VARIOUS SOIL TYPES. THE AVAILABLE THEORETICAL PILE DESIGN METHODS ARE REVIEWED AND DESIGN PROCEDURES FOR VARIOUS SOIL PROFILES BASED ON THEORETICAL AND EMPIRICAL CONSIDERATIONS ARE PRESENTED. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:40:47 GMT</pubDate>
      <guid>https://trid.trb.org/View/121779</guid>
    </item>
    <item>
      <title>COMPACTNESS AND BEARING CAPACITY OF SOILS IN ROADS</title>
      <link>https://trid.trb.org/View/121775</link>
      <description><![CDATA[THIS PAPER SHOWS THAT A LINEAR RELATIONSHIP EXISTS BETWEEN THE DRY DENSITY AND C.B.R. OF A GIVEN SOIL, WHICH PASSES THROUGH POINT C WITH CO-ORDINATES D EQUALS 2.30 GRAM/ CU CM AND C.B.R. EQUALS 543 PER CENT. FOR ANGOLA SOILS THE LINEAR RELATIONSHIP HAS ALWAYS BEEN OBSERVED, THE PASSAGE THROUGH POINT C BEING NOTED IN MORE THAN 90 PER CENT OF CASES. NO CASES AROSE WHICH MIGHT RELIABLY INDICATE THAT IT DOES NOT OCCUR, WITH THE EXCEPTION OF MONOGRANULAR SOILS OR SOILS OF VERY POOR GRADING. THE C.B.R. VALUES OF THE ANGOLA SOILS FOR THE DIFFERENT MAXIMUM DRY DENSITIES OBTAINED IN THE STANDARD COMPACTION TEST ARE SHOWN. A METHOD IS PROPOSED FOR PREDICTING THE MECHANICAL PROPERTIES BASED ON THE MAXIMUM DRY DENSITY. THE DRY DENSITIES D EQUAL 1.10 AND D EQUAL 2.30 GRAM / CU CM SEEM TO CONSTITUTE THE LIMITS OF THE POSSIBLE DENSITIES OF THE SOILS.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:40:46 GMT</pubDate>
      <guid>https://trid.trb.org/View/121775</guid>
    </item>
    <item>
      <title>EFFECT OF SANDWICH LAYER SYSTEM OF PAVEMENT FOR SUBGRADES OF LOW BEARING CAPACITY BY MEANS OF SOIL CEMENT</title>
      <link>https://trid.trb.org/View/121774</link>
      <description><![CDATA[THE AUTHOR DESCRIBES THE SANDWICH LAYER SYSTEM, WHICH INVOLVES INCREASING THE RIGIDITY OF A PAVEMENT ON A SUBGRADE OF LOW BEARING CAPACITY BY PLACING A RELATIVELY RIGID LAYER DIRECTLY ON THE SUBGRADE. THE AUTHOR HAS FOUND SOIL CEMENT TO BE BEST SUITED FOR THE LOWER RIGID LAYER. IN THIS PAPER, THE AUTHOR IS CONCERNED WITH PAVEMENT DESIGN ON VOLCANIC ASH SOILS OF LOW BEARING CAPACITY. THE STUDY CONSISTS OF COMPARATIVE ELASTIC APPROXIMATIONS AND MODEL EXPERIMENTS OF BOTH STATIC AND DYNAMIC REPEATED LOADING ON BOTH THE CONVENTIONAL PROGRESSIVE LAYER SYSTEM AND THE SANDWICH LAYER SYSTEM. /AUTH/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:40:45 GMT</pubDate>
      <guid>https://trid.trb.org/View/121774</guid>
    </item>
    <item>
      <title>BEARING CAPACITY OF FOUNDATIONS WITH OVERBURDEN SHEAR</title>
      <link>https://trid.trb.org/View/121735</link>
      <description><![CDATA[THEORETICAL VALUES DERIVED FROM A GENERAL SOLUTION BASED ON A PROPOSED FAILURE MECHANISM ARE FOUND TO BE IN CLOSE AGREEMENT WITH THE MEASURED BEARING CAPACITY OF SANDS IN VARIOUS STATES OF COMPACTION AND AT DIFFERENT DEPTHS. CLOSE ASSESSMENT OF THE BEARING CAPACITY OF CLAYS CAN ALSO BE MADE FROM THE THEORETICAL VALUE.  THE CURVES USED IN THE STUDY ARE INCLUDED IN AN APPENDIX. /RRL/A/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:40:36 GMT</pubDate>
      <guid>https://trid.trb.org/View/121735</guid>
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