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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>
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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>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>DISCUSSION OF END BEARING AND SKIN FRICTION RESISTANCE OF PILES</title>
      <link>https://trid.trb.org/View/122638</link>
      <description><![CDATA[MESSRS. VIJAYVERGIYA AND REESE POINTED OUT THAT THE RELATION BETWEEN POINT RESISTANCE AND DISPLACEMENT OF PILE OBTAINED BY MEANS OF MEASURING UNIT DESCRIBED IN THE PAPER IS BASED ON THE ASSUMPTION THAT THE LOAD IS ACTING AT THE BOTTOM OF THE PILE. HOWEVER, THE EQUATION SIGNIFIES AN AVERAGE LOAD FOR THE SECTION NEAR THE TIP OF THE PILE. THE CONSIDERATION THAT THE LOAD ACTS ON THE BOTTOM OF THE PILE LEADS TO AN ASSUMPTION THAT NO SKIN FRICTION OCCURS BETWEEN THE SOIL AND THE PILE SURFACE. IF THE SKIN FRICTION IS NOT NEGLECTED, THE RELATIONSHIP BETWEEN SKIN FRICTION AND POINT RESISTANCE WILL CHANGE. THE SOIL DATA PRESENTED DO NOT SHOW THE UNDISTURBED SHEAR STRENGTH BELOW A DEPTH OF ABOUT 85 FEET BELOW GROUND SURFACE. HOWEVER, IT APPEARS FROM THE DATA PRESENTED FOR THE PENETRATION RESISTANCE AND STANDARD PENETRATION TEST THAT THE SHEAR STRENGTH INCREASES CONSIDERABLY BELOW 85 FEET. REFERENCE IS MADE TO THE DEVELOPMENT BY COYLE AND REESE OF AN INTERESTING RELATIONSHIP BETWEEN THE RATIO OF LOAD TRANSFERRED TO SOIL SHEAR STRENGTH, AND MOVEMENT OF PILE FOR DEEP STEEL PILES. MR. MABRY COMPLIMENTS THE AUTHORS FOR THEIR DESIGN OF A PILE TELL-TALE INSTALLATION THAT APPEARS TO HAVE ELIMINATED SOME OF THE SHORTCOMINGS OF OTHER DESIGNS. IN ADDITION TO PROVIDING AN ASSESSMENT OF THE CONDITION OF PRECAST CONCRETE PILES AFTER DRIVING, THE INSERTION OF THE TELL-TALE DEVICE PROVIDES POSITIVE ASSURANCE THAT THERE IS NO BINDING THAT MIGHT AFFECT MEASUREMENTS DURING THE TEST LOADING. DATA ARE PRESENTED FROM THE PILE LOAD TEST PROGRAM AT THE OAKLAND-ALAMEDA COUNTY COLISEUM WHICH DEMONSTRATE THAT THE BEHAVIOR OF PILES UNDER LOAD IS COMPLEX AND SOMEWHAT SURPRISING. IT IS FELT THAT THE AUTHOR'S CONCLUSIONS ABOUT THE END BEARING LOAD THAT ARE BASED ON AXIAL COMPRESSION MEASUREMENTS NEAR THE PILE TIP SHOULD BE APPROACHED WITH CAUTION. IT IS SUGGESTED THAT IN FUTURE PILE TESTS A LARGE NUMBER OF TELL-TALE POINTS BE ESTABLISHED IN THE PILE SO THAT A MORE COMPREHENSIVE PICTURE OF THE PILE BEHAVIOR WOULD BE OBTAINED. MESSRS. MOHAN AND JAIN COMPLIMENT THE USEFUL DEVICE PRESENTED FOR MEASURING THE ELASTIC COMPRESSION OF A PILE BY EMBEDDING A PIPE DURING CONCRETING. THEY SUPPORT THE AUTHORS IN THEIR NOTE OF CAUTION AGAINST INDISCRIMINATE USE OF DYNAMIC PILE DRIVING FORMULAE, ESPECIALLY FOR DEEP PILES EMBEDDED IN SOFT, SILTY OR CLAYEY SOILS. REFERENCES: END BEARING AND SKIN FRICTION RESISTANCE OF PILES, BENGT B. BROMS, LARS HELLMAN, ASCE PROC. PAPER 5846, MARCH, 1968]]></description>
      <pubDate>Sun, 15 Aug 2004 02:44:16 GMT</pubDate>
      <guid>https://trid.trb.org/View/122638</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>BEARING CAPACITY OF PILE GROUP UNDER ECCENTRIC LOADS IN SAND</title>
      <link>https://trid.trb.org/View/122239</link>
      <description><![CDATA[MODEL TESTS ON FREE-STANDING PILE GROUPS AND PILED FOUNDATIONS WITH VARYING NUMBERS AND SPACINGS OF PILES UNDER CENTRAL AND ECCENTRIC LOADS IN LOOSE AND DENSE SANDS ARE ANALYSED BY AN EXTENDED THEORY OF BEARING CAPACITY OF FOUNDATIONS. /LCPC/RRL/A/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:42:39 GMT</pubDate>
      <guid>https://trid.trb.org/View/122239</guid>
    </item>
    <item>
      <title>EXPERIMENTAL STUDY OF THE BEHAVIOR OF LATERALLY LOADED PILES</title>
      <link>https://trid.trb.org/View/122238</link>
      <description><![CDATA[LATERAL LOAD TESTS WERE CARRIED OUT ON MODEL STEEL PILES EMBEDDED IN SANDY SOIL AND A NEW EXPRESSION P EQUALS K TIMES X TIMES Y TO THE 0.5 POWER FOR THE RELATIONSHIP BETWEEN SOIL REACTION, P AND PILE DEFLECTION, Y, IS PROPOSED. CONVERSION FACTORS DERIVED FROM THE PROPOSED EXPRESSION OF P AND Y ARE UTILIZED TO PREDICT THE BEHAVIOUR OF A PROTOTYPE PILE ON THE BASIS OF THE MODEL TEST RESULTS. SOIL REACTION COEFFICIENT K DECREASES WITH THE INCREASE OF PILE WIDTH, BUT IT BECOMES ALMOST CONSTANT WHEN THE PILE WIDTH IS GREATER THAN 20 CM. EFFECTIVE LENGTH OF A LATERALLY LOADED PILE IS NOT MORE THAN 1.5 TIMES THE DEPTH OF THE FIRST ZERO POINT OF THE MOMENT CURVE. MANY FIELD TEST DATA ARE COLLECTED AND EXAMINED TO SHOW THAT A UNIQUE RELATIONSHIP EXISTS BETWEEN THE SOIL REACTION COEFFICIENT K AND THE STANDARD  PENETRATION VALUE N BOTH IN SAND AND CLAYEY SOILS. /LCPC/RRL/A/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:42:38 GMT</pubDate>
      <guid>https://trid.trb.org/View/122238</guid>
    </item>
    <item>
      <title>INVESTIGATION OF PILE RESISTANCE BY COMBINED SOUNDING</title>
      <link>https://trid.trb.org/View/122237</link>
      <description><![CDATA[EXPERIMENTAL WORK IS DESCRIBED WHICH WAS CARRIED OUT BY THE SCIENTIFIC RESEARCH INSTITUTE OF FOUNDATIONS AND UNDERGROUND STRUCTURES AT SEVERAL SITES AND INVOLVING THE INVESTIGATION OF THE RESISTANCE OF REINFORCED CONCRETE PILES BY MEANS OF THE COMBINED SOUNDING METHOD. THE PRINCIPAL ASSUMPTIONS USED AS THE BASIS OF THIS METHOD ARE EXPLAINED AND BRIEFLY DESCRIBED. THE RESULTS OF THE DETERMINATION OF THE RESISTANCE OF REINFORCED CONCRETE PILES BY THE METHOD OF COMBINED SOUNDING AND A COMPARISON OF THESE RESULTS WITH THOSE OBTAINED BY TESTING THE SAME PILES WITH STATIC LOADS IS PRESENTED, AND FORMULAE FOR CALCULATING THE RESISTANCE OF PILES BY THE METHOD OF COMBINED SOUNDING ARE GIVEN. FIELD AND LABORATORY TESTS HAVE CONFIRMED THE INITIAL ASSUMPTIONS THAT THE SPECIFIC RESISTANCES OF THE LOWER END AND THE SIDE SURFACE OF PILES THAT ARE SUBJECT TO VERTICAL LOADS DEPEND MAINLY UPON THE PROPERTIES OF THE SOIL SURROUNDING THE INDIVIDUAL PILE AND NOT ON THE DIMENSIONS OF ITS CROSS-SECTION. THE RESULTS OF THESE INVESTIGATIONS PERMIT THE USE OF COMBINED SOUNDING FOR DETERMINING THE RESISTANCE OF PILES, INSTEAD OF LABOR-CONSUMING AND EXPENSIVE PILE LOAD TESTS. /LCPC/RRL/A/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:42:38 GMT</pubDate>
      <guid>https://trid.trb.org/View/122237</guid>
    </item>
    <item>
      <title>SCREW PILES USED FOR MAST AND TOWER FOUNDATIONS</title>
      <link>https://trid.trb.org/View/122236</link>
      <description><![CDATA[THE RESULTS OF SCREW PILE TESTS ARE DESCRIBED AND THE METHOD OF DETERMINING THEIR BEARING CAPACITY IS GIVEN. ABOUT TWO HUNDRED PILES WERE TESTED, THE PILE PLATE DIAMETER BEING 0.25 TO 1.0 M.. LOADS WHICH WERE CONTINUALLY INCREASING, PULSATING, ALTERNATING, AND INCREASING BY STEPS WERE APPLIED ON THESE PILES. PRESSING IN AND PULLING OUT TESTS WERE CONDUCTED. BOTH SINGLE PILES AND GROUPS OF PILES WERE TESTED. ON THE BASIS OF THE TESTS, THE METHOD OF DETERMINING THE ALLOWABLE LOAD OF THE SCREW PILES WAS DEVELOPED, BASED ON THE BEARING CAPACITY OF THE SOIL AND ON THE ALLOWABLE DEFORMATION OF A PILE. /LCPC/RRL/A/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:42:38 GMT</pubDate>
      <guid>https://trid.trb.org/View/122236</guid>
    </item>
    <item>
      <title>MEASUREMENT OF FORCES PRODUCED IN PILES BY SETTLEMENT OF ADJACENT SOIL</title>
      <link>https://trid.trb.org/View/122005</link>
      <description><![CDATA[AN EXPERIMENTAL INVESTIGATION WAS CONDUCTED ON THE NATURE AND MAGNITUDE OF DRAG FORCES FOR THE DESIGN OF A PILE FOUNDATION. AT THE SITE OF A PROPOSED ABUTMENT FOR A BRIDGE ON THE CONNECTICUT TURNPIKE A FILL APPROXIMATELY 50 FT. HIGH WAS PLACED ON TOP OF A LAYER OF MARINE MUD. IT WAS ANTICIPATED THAT CONSOLIDATION OF THE SOFT MUD LAYER WOULD NOT BE COMPLETE AT THE TIME THE SUPPORTING PILES FOR THE ABUTMENT WERE DRIVEN TO A FIRMER STRATUM UNDERLYING THE MUD. THEREFORE, A PARTICULARLY SEVERE LOADING CONDITION FOR DRAG FORCES MIGHT BE IMPOSED ON THE PILES. THREE 12-IN. MONOTUBE FLUTED PILES EQUIPPED WITH ELECTRIC STRAIN GAGES ON THE INSIDE SURFACES WERE DRIVEN AT THE SITE OF THE BRIDGE ABUTMENT. READINGS OF THE STRAIN GAGES WERE TAKEN OVER A PERIOD OF SEVERAL MONTHS, AND THE CORRESPONDING DRAG LOADS IN THE PILES WERE COMPUTED. SEVERAL BORINGS WERE MADE AT THE SITE OF THE TESTS, AND SOIL TESTS WERE MADE TO DETERMINE CERTAIN CHANGES IN THE SOIL CHARACTERISTICS RESULTING FROM CONSOLIDATION OF THE MUD LAYER. SEVERAL CONTROL MEASUREMENTS, INCLUDING PORE WATER READINGS, WERE TAKEN. TWO SPECIAL PILE LOAD TESTS WERE PERFORMED AT PIERS NEAR THE EAST ABUTMENT TO OBTAIN DEFINITE VALUES OF THE FRICTIONAL RESISTANCE OFFERED BY THE SOIL UNDERLYING THE MUD. FOR THE TEST PILES SITE, THE RESULTS OF EXTENSIVE LABORATORY TESTING AND FIELD OBSERVATIONS INDICATE THAT THE MUD LAYER WAS INCOMPLETELY CONSOLIDATED UNDER THE LOADS APPLIED, ESPECIALLY TOWARD THE MIDDLE OF THE LAYER, AT THE TIME PILES WERE DRIVEN. TESTS ALSO SHOW THAT THE SHEAR STRENGTH OF THE CLAYEY SILT, AS AN INDICATOR OF POSSIBLE BOND STRESSES, WAS GREATLY INCREASED BY CONSOLIDATION. THE MANNER IN WHICH THE FILL WAS REPLACED AROUND THE UPPER PORTION OF THE PILES SUGGESTS THAT THE LATERAL PRESSURE OF THE SOIL ON THE PILE CORRESPONDED TO THE ACTIVE RANKINE STATE. COMPUTATIONS ARE PRESENTED TO ILLUSTRATE TWO PROCEDURES FOR ESTIMATING THE MAXIMUM DRAG LOADS PRODUCED BY THE SEVERE LOADING CONDITIONS AT THE TEST PILE SITE. THE INFLUENCE OF THE BATTER PILES DECREASES WITH DEPTH. THEREFORE, THE PILE CLUSTER ANALYSIS CAN BE MADE ON THE BASIS OF THE GROUP OF 7 VERTICAL PILES. THIS CLUSTER ANALYSIS METHOD GIVES THE SAME TOTAL DRAG LOAD AT THE BOTTOM OF THE SILT AS THE SINGLE PILE ANALYSIS.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:42 GMT</pubDate>
      <guid>https://trid.trb.org/View/122005</guid>
    </item>
    <item>
      <title>GROUP PILE LOADS IN PLASTIC SOILS</title>
      <link>https://trid.trb.org/View/122004</link>
      <description><![CDATA[EXPERIMENTAL TESTS WERE MADE TO DETERMINE THE RELATIONSHIP BETWEEN THE LOAD CARRIED BY A SINGLE PILE AND THAT CARRIED BY A GROUP OF PILES DRIVEN INTO PLASTIC SOILS. IT ALSO PRESENTS THE LOAD DISTRIBUTION, WITH RESPECT TO DEPTH, AND THE LOAD TRANSFER FROM THE PILES TO THE SURROUNDING SOIL AND DESCRIBES THE INSTRUMENTATION AND THE METHOD OF LOADING AND ESTABLISHES A RELATIONSHIP BETWEEN THE CAPACITY, AT FAILURE, OF A SINGLE PILE AND THE PILE WHEN ACTING AS A MEMBER OF A GROUP OF PILES. THIS SERIES OF TESTS WAS PROMPTED BY A DESIRE TO OBTAIN EXPERIMENTAL DATA WHICH COULD BE USED AS A BASIS FOR JUDGING THE ADEQUACY OF EXISTING PILE-GROUP FORMULAS AND DESIGN ASSUMPTIONS, AND TO CORRELATE, IF POSSIBLE, SOIL CONSTANTS DERIVED FROM LABORATORY ANALYSIS OF SOIL SAMPLES WITH SOIL STRESSES CALCULATED FROM FIELD-TEST DATA. THE DATA OBTAINED FROM THESE TESTS INDICATE: (1) THAT THE SINGLE PILE CARRIED ITS LOAD BY FRICTION BETWEEN THE PILE AND THE SURROUNDING SOIL WITH THE GREATER PART OF THE PILE LOAD TRANSFERRED FROM THE PILE TO THE SOIL IN THE UPPER HALF OF THE PILE AND WITH RELATIVELY HIGH SHEAR VALUES EXISTING IN THE SOIL FOR A SHORT LENGTH OF THE PILE, (2) THAT THE LOAD DISTRIBUTION TO THE PILES IN THE GROUP WAS FAIRLY UNIFORM, EACH PILE INCLUDING THE CENTER PILE, CARRYING A SHARE OF THE LOAD, (3) THAT THE EFFECT OF THE PILE SPACING WAS REFLECTED BY THE DROP IN THE SHEAR VALUES BETWEEN THE CORNER PILES, SIDE-CENTER PILES AND THE CENTER-PILE OF THE GROUP, AND (4) THAT THE LOAD ON THE INDIVIDUAL PILES WITHIN THE GROUP WAS TRANSFERRED TO THE SOIL BY SHEAR, WITH THE MAXIMUM VALUES OCCURRING AT SLIGHTLY HIGHER LEVELS THAN FOR THE SINGLE PILE AND THESE MAXIMUM VALUES OCCURRED OVER A MUCH LONGER LENGTH OF THE PILE. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:41 GMT</pubDate>
      <guid>https://trid.trb.org/View/122004</guid>
    </item>
    <item>
      <title>THE SHAFT FRICTION OF PILES IN COHESIVE SOILS IN TERMS OF EFFECTIVE STRESS</title>
      <link>https://trid.trb.org/View/121929</link>
      <description><![CDATA[IT IS SUGGESTED THAT THE LATERAL EFFECTIVE STRESSES IN THE GROUND CONTROL THE MAGNITUDE OF PILE SHAFT FRICTION WHEN RATES OF LOADING ARE SLOW ENOUGH TO ENSURE DRAINED CONDITIONS IN THE CLAY ALONG THE PILE SHAFT. THESE CONDITIONS ARE FULFILLED IN MAINTAINED LOAD TESTS AND, PARTICULARLY, IN LONG TERM, IN-SERVICE CONDITIONS. RESULTS OF PILE TESTS IN LONDON CLAY CONSIDERED IN RELATION TO THE AT-REST STRESSES IN THE CLAY ARE IN REASONABLE AGREEMENT WITH THE HYPOTHESIS. PILES IN NORMALLY CONSOLIDATED CLAYS ARE BRIEFLY CONSIDERED. /AUTHOR/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:41:23 GMT</pubDate>
      <guid>https://trid.trb.org/View/121929</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>RECORDS OF LOAD TESTS ON FRICTION PILES</title>
      <link>https://trid.trb.org/View/120429</link>
      <description><![CDATA[RESULTS ARE PRESENTED OF 412 LOAD TESTS COMPILED IN A CONDENSED FORM. THE RECORDS ARE CLASSIFIED AND INDEXED IN ACCORDANCE WITH TYPE OF PILE, GENERAL TYPE OF SOIL, AND LOCALITY. BY MEANS OF THESE INDICES, RECORDS CAN BE LOCATED THAT MAY BE OF INTEREST IN JUDGING THE PROBABLE BEHAVIOR OF PILING UNDER SOMEWHAT SIMILAR CONDITIONS. LOAD-SETTLEMEMT CURVES CORRESPONDING TO THE INDIVIDUAL TESTS ARE SHOWN IN PILE TEST DATA SHEETS. RESULTS OF VARIOUS LOAD TESTS HAVE BEEN COMPARED ON THE BASIS OF THE SHEAR STRENGTH ACTUALLY DEVELOPED BETWEEN THE PILE AND THE SOIL DURING THE TESTS. THE SHEAR STRENGTH HAS BEEN CALCULATED BY DIVIDING THE FAILURE LOAD IN EACH TEST BY THE EMBEDDED AREA OF THE PILE. IN THE CASE OF H-PILES THE EMBEDDED AREAS HAVE BEEN CALCULATED ON THE ASSUMPTION THAT FAILURE OCCURS ON THE SIDES OF THE RECTANGULAR PRISM ENCLOSING THE PILE SECTION. RESULTS OF THESE CALCULATIONS ARE PRESENTED.]]></description>
      <pubDate>Sun, 15 Aug 2004 02:35:24 GMT</pubDate>
      <guid>https://trid.trb.org/View/120429</guid>
    </item>
    <item>
      <title>LATERAL LOAD TESTS ON INSTRUMENTED TIMBER PILES</title>
      <link>https://trid.trb.org/View/119836</link>
      <description><![CDATA[THE RESULTS ARE PRESENTED OF FIELD LATERAL LOAD TESTS MADE ON FOUR INSTRUMENTED TIMBER PILES IN MORGAN CITY, LA. THE TEST PILES WERE INSTRUMENTED, CALIBRATED, DRIVEN, AND TESTED UNDER LATERAL LOADS DURING FEBRUARY AND MARCH 1966 AT TWO SITES ADJACENT TO THE MORGAN CITY FLOODWALL. EACH TEST PILE WAS INSTRUMENTED WITH NINE PAIRS OF ELECTRICAL SR-4 STRAIN GAGES. THE TWO TEST PILES AT EACH SITE WERE TESTED SIMULTANEOUSLY BY JACKING THE PILES APART. CYCLIC AND REPETITIVE LOAD TESTS WERE MADE ON THE TEST PILES. THE FOLLOWING CONCLUSIONS WERE MADE FROM THE RESULTS OF THESE TESTS AND COMPARISON OF MEASURED MOMENTS AND PILE HEAD SLOPES WITH THOSE COMPUTED BASED ON THE THEORETICAL EXPRESSIONS: (1) TIMBER PILES ARE CAPABLE OF SUPPORTING LATERAL LOADS, (2) THE BEHAVIOR OF, AND STRESSES IN, TIMBER PILES UNDER LATERAL LOADS CAN BE EVALUATED USING THE THEORETICAL SOLUTIONS PRESENTLY AVAILABLE, AND (3) REPEATED LOADING CAUSES AN INCREASE IN THE PILE HEAD DEFLECTION AT A GIVEN LOAD LEVEL. THE RATIO OF THE DEFLECTION AFTER REPEATED LOADING TO THAT OF THE FIRST CYCLE LOADING INCREASES WITH THE INCREASE IN APPLIED REPETITIVE LOAD. /ASTM/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:31:07 GMT</pubDate>
      <guid>https://trid.trb.org/View/119836</guid>
    </item>
    <item>
      <title>PILE-SOIL SYSTEM RESPONSE IN A COHESIVE SOIL</title>
      <link>https://trid.trb.org/View/119831</link>
      <description><![CDATA[AN INVESTIGATION IS PRESENTED OF THE LOADING RESPONSE OF A SATURATED, COHESIVE SOIL MEDIUM ASSOCIATED WITH A PILE- SOIL SYSTEM. AN INSTRUMENTED TEST PILE WAS DRIVEN IN ORDER TO DETERMINE THE ADEQUACY WITH WHICH PROPOSED THEORIES DESCRIBE THE FIELD RESPONSE OF A PILE-SOIL SYSTEM. THE TEST PILE WAS A 50-FT-LONG 16-IN.-DIAMETER STEEL PIPE IN WHICH STRAIN GAGES, ACCELEROMETERS, AND PRESSURE TRANSDUCERS WERE INSTALLED. FIELD TESTS WERE PERFORMED AT BEAUMONT, TEX., IN A MARINE CLAY DEPOSIT. STRESSES AND ACCELERATIONS DEVELOPED IN THE PILE WERE MEASURED DURING DRIVING. PORE WATER PRESSURES WERE MEASURED AFTER DRIVING FOR A PERIOD OF APPROXIMATELY FOUR WEEKS, OR UNTIL THE EXCESS PORE WATER PRESSURE RESULTING FROM DRIVING HAD DISSIPATED, AND DURING STATIC LOAD TESTS. SAMPLES WERE TAKEN OF SOIL ABOUT THE PILE IN VARIOUS STATES OF DISTURBANCE WHICH VARIED WITH TIME AND RADIAL DISTANCE FROM THE PILE. MEASUREMENT OF THE ENGINEERING PROPERTIES OF THESE SAMPLES FURNISHED AN EVALUATION OF THE EFFECT OF DIFFERENT DEGREES OF SOIL DISTURBANCE. RESULTS OBTAINED IN THIS STUDY INDICATE THAT SOIL DISTURBANCES AND RESULTING EXCESS PORE WATER PRESSURES ASSOCIATED WITH THE DRIVING OF A LARGE DIAMETER PILE ARE OF GREATER MAGNITUDE AND DIMENSIONAL EXTENT THAN PREVIOUSLY THOUGHT. AN EVALUATION IS PRESENTED OF THE MAGNITUDE AND GENERAL NATURE OF THE SOIL RESPONSE TO DYNAMIC LOADINGS OF DRIVING. FINALLY, RESULTS OF STATIC LOAD TESTS PERFORMED APPROXIMATELY TWO AND FOUR WEEKS AFTER DRIVING FURNISH A MEASUREMENT OF ULTIMATE BEARING CAPACITY AS A FUNCTION OF TIME AFTER DRIVING. /ASTM/]]></description>
      <pubDate>Sun, 15 Aug 2004 02:31:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/119831</guid>
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