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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>SHEAR TESTS OF FIBER CONCRETE BEAMS WITHOUT STIRRUPS</title>
      <link>https://trid.trb.org/View/481191</link>
      <description><![CDATA[This paper summarizes all available previous shear tests on fiber reinforced concrete beams without stirrups and presents the results from 11 large scale beam element tests.  The beams had an overall depth of 610 mm (effective depth of 560 mm) and were constructed with varying amounts of hooked steel fibers (0 to 1.5% by volume).  Three specimens were subjected to axial tension in addition to shear and bending.  Increasing the amount of fiber was found to reduce the crack widths and increase the shear strength, the maximum increase in shear strength being 117%.  The 50 mm long fiber resulted in similar shear strengths as an equal volume of 30mm long fiber, but considerably more ductility.]]></description>
      <pubDate>Thu, 13 Mar 1997 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/481191</guid>
    </item>
    <item>
      <title>AN ASSESSMENT OF COMPRESSIVE NECK LOADS UNDER INJURY-PRODUCING CONDITIONS</title>
      <link>https://trid.trb.org/View/166259</link>
      <description><![CDATA[Test results indicated that all resilient linear helmets (six of seven helmets tested) produced similar peal axial compressive forces at the neck.  The only helmet with a nonresilient crushable foam liner that was tested produced much larger axial compressive neck forces at the higher tackling block impact speeds.  Two injury reference curves for axial compressive neck loading are described based on measurements made with the GM Hybrid III dummy, and a procedure for assessing axial compressive neck load impulses relative to either injury reference curve is given. Because of the limited information relating neck loadings measured with the GM Hybrid III dummy to known human neck injuries, these injury references should be used only as guides in interpreting data obtained with the dummy.  Neck injuries that might result from bending, shearing, axial tension, or combinations of these loadings are not applicable to either of these axial compressive force references. (Author)]]></description>
      <pubDate>Thu, 15 Aug 1996 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/166259</guid>
    </item>
    <item>
      <title>THE USE OF RATIONAL DESIGN METHODS FOR SHEAR</title>
      <link>https://trid.trb.org/View/462073</link>
      <description><![CDATA[The essential features of the "modified compression field theory" are described. A group of behavioral models, based on these assumptions is presented. The use of these models is illustrated and reference is made to experimental data and to existing design codes. A simple, unified design method for shear, that is able to approach both routine and "unusual design problems," is presented. The method is applicable to both prestressed and non-prestressed concrete members; it treats members subjected to either axial tension or axial compression, and it treats both members with web reinforcement and members without web reinforcement.]]></description>
      <pubDate>Wed, 19 Jun 1996 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/462073</guid>
    </item>
    <item>
      <title>GROUT-FILLED PIPE SPLICES FOR PRECAST CONCRETE CONSTRUCTION</title>
      <link>https://trid.trb.org/View/425846</link>
      <description><![CDATA[The effect of confining entire members or parts of members, such as beams and columns, is known to strengthen the bond between the concrete and reinforcement.  In this paper, the effect of confining the grout that surrounds isolated, single reinforcing bars on the bond strength between the bar and the grout is investigated.  Grout-filled steel pipe splices with differnet parameters and geometrical design were prepared and loaded in axial tension until failure.  The test specimens are described and the test results are presented, with discussion and analysis in light of existing theory.  The experimental results show that a generic and inexpensive reinforcing bar splice for field connection of precast concrete members can be achieved using grout-filled standard steel pipe.]]></description>
      <pubDate>Sun, 18 Jun 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/425846</guid>
    </item>
    <item>
      <title>TENSION EFFECTS ON PRESSURE CAPACITY OF TUBULAR MEMBERS</title>
      <link>https://trid.trb.org/View/425909</link>
      <description><![CDATA[The effects of axial tension on the pressure capacity of tubular members are investigated using a rigorous finite-element technique.  The technique allows unstiffened and ring-stiffened tubes to be analyzed for changes in the geometry of the tube, elastoplastic material behavior, longitudinal and cross-sectional imperfections, and residual stresses from the tube manufacturing process.  The study focuses on the significance of several factors influencing pressure-tension interaction, such as the loading path, the presence of residual stresses, and the stiffener spacing.  Calculations indicate that closely spaced stiffeners amplify pressure-tension interaction, since they restrain the tube cross section against ovalization and permit material response beyond initial yielding.  Computational results are compared with experimental data as well as widely used design equations.  Good agreement is observed between test data and predictions based on the technique developed in the study.  The design equations, however, substantially underestimate the pressure capacity of stiffened tubes.]]></description>
      <pubDate>Sun, 04 Jun 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/425909</guid>
    </item>
    <item>
      <title>DYNAMIC RESPONSE OF CONCRETE-FACED ROCKFILL DAMS TO STRONG SEISMIC EXCITATION</title>
      <link>https://trid.trb.org/View/415653</link>
      <description><![CDATA[This paper presents a dynamic plane-strain finite-element study of the response of a typical 100-m-tall concrete-faced rockfill (CFR) dam to strong seismic shaking.  The rockfill is modeled as an equivalent-linear material, whose strain-dependent shear modulus is proportional to the square root of the confining pressure.  The behavior of the interface between face slab and dam is governed by Coulomb's friction law, and slippage is allowed to occur whenever the seismic shear tractions exceed the pertinent frictional capacity.  Two sets of historic accelerograms are used as excitation.  Numerical results highlight key aspects of the seismic response of CFR dams with emphasis on the internal forces developing in the slab. Indications are that slab distress may be produced only from axial tensile forces, developing primarily because of the rocking component of dam deformation.  Not accounted for are the potentially detrimental three-dimensional narrow-canyon effects.]]></description>
      <pubDate>Mon, 06 Mar 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/415653</guid>
    </item>
    <item>
      <title>THE ROLE OF MICROSTRUCTURE IN THE PHYSICAL PROPERTIES OF ROCK</title>
      <link>https://trid.trb.org/View/126827</link>
      <description><![CDATA[THE PAPER DESCRIBES AN APPROACH TO UNDERSTANDING ROCK PROPERTIES THROUGH STUDY OF THEIR RELATION TO THE MICROSTRUCTURE OF THE ROCK. PETROFABRIC ANALYSES OF ROCK SPECIMENS, SUBJECTED TO VARIOUS PHYSICAL PROPERTY TESTS, HAVE SHOWN A STRONG CORRELATION AMONG SEVERAL PROPERTIES AND SOME OF THE MICROSTRUCTURAL FEATURES. THE EQUIPMENT AND TECHNIQUES BEING USED IN THESE ROCK PHYSICS STUDIES ARE DISCUSSED. AS AN EXAMPLE OF THIS WORK, THE RESULTS OF AN EXPERIMENTAL STUDY OF ANISOTROPISM IN SALISBURY GRANITE ARE GIVEN. ORIENTED DRILL CORES WERE CUT IN THREE MUTUALLY PERPENDICULAR DIRECTIONS FROM LARGE BLOCKS OF THE ROCK. AXIAL AND DIAMETRIC PULSE VELOCITY MEASUREMENTS WERE MADE ON THE CORES TO DETERMINE THE DIRECTION AND MAGNITUDE OF ELASTIC ANISTROPISM. THE CORES WERE CUT INTO DISKS AND SUBJECTED TO AXIAL /POINT-LOAD/ AND DIAMETRIC /LINE-LOAD/ TENSION TESTS TO DETERMINE DIRECTION AND MAGNITUDE OF STRENGTH ANISOTROPISM. THE BROKEN SPECIMENS WERE RECONSTRUCTED, CUT INTO THIN SECTIONS, AND EXAMINED PETROGRAPHICALLY. THERE WAS A STRONG CORRELATION AMONG THE DIRECTION OF MAXIMUM AND MINIMUM SONIC VELOCITY, PREFERRED DIRECTION OF FAILURE, AND A NUMBER OF MICROSTRUCTURAL FEATURES, SUCH AS DEFECT STRUCTURES AND GRAIN ORIENTATION. /AUTHOR/]]></description>
      <pubDate>Mon, 05 Sep 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/126827</guid>
    </item>
    <item>
      <title>TENTATIVE RECOMMENDATIONS FOR THE DESIGN OF REINFORCED CONCRETE MEMBERS TO RESIST TORSION</title>
      <link>https://trid.trb.org/View/105524</link>
      <description><![CDATA[RECOMMENDED DESIGN PROCEDURES ARE PRESENTED FOR REINFORCED CONCRETE MEMBERS SUBJECT TO TORSION OR TORSION IN COMBINATION WITH SHEAR, BENDING AND AXIAL TENSION. THE PROCEDURES ARE EXPRESSED IN TERMS OF ULTIMATE STRENGTHS AND ULTIMATE LOADS. INCLUDED ARE FORMULAS FOR DETERMINING TORSIONAL SHEAR STRESSES FOR MEMBERS OF RECTANGULAR, T-, L-, I- AND HOLLOW BOX-SECTIONS. STRESSES THAT CAN BE CARRIED BY MEMBERS WITHOUT WEB REINFORCEMENT ARE SPECIFIED AND DESIGN METHODS FOR TORSIONAL REINFORCEMENT ARE GIVEN. THE REASONS AND JUSTIFICATIONS FOR THE RECOMMENDATIONS ARE GIVEN IN THE COMMENTARY. /AUTHOR/]]></description>
      <pubDate>Thu, 04 Aug 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/105524</guid>
    </item>
    <item>
      <title>LARGE SHINGLE SPLICES THAT SIMULATE BRIDGE JOINTS</title>
      <link>https://trid.trb.org/View/103070</link>
      <description><![CDATA[WORK ON TWO FULL-SIZE SIMULATED BRIDGE JOINTS AND FIVE SMALL BUTT SPLICES IS SUMMARIZED. ONE LARGE JOINT WAS FASTENED WITH A325 BOLTS AND THE OTHER WITH A502 GR. 1 RIVETS. THE TEST JOINTS SIMULATED A CHORD MEMBER AND SPLICE ON THE BATON ROUGE INTERSTATE BRIDGE, A THREE SPAN CANTILEVER TRUSS BRIDGE OVER THE MISSISSIPPI RIVER. THE SMALL BUTT SPLICES PROVIDED REFERENCE DATA. EACH LARGE JOINT CONSISTED OF THREE MAIN PLATES AND TWO EDGE ANGLES WITH LAP PLATES. THE JOINTS WERE FASTENED WITH 128 BOLTS OR RIVETS. THEY WERE TESTED IN A 5,000,000 LB. UNIVERSAL TESTING MACHINE IN AXIAL TENSION. THE JOINT ELONGATION BEHAVIOR, LOCAL SLIP BEHAVIOR, AND THE FORCE DISTRIBUTION WERE OBSERVED FOR EACH JOINT. THE RESULTS OF THE LARGE SIMULATED JOINTS WERE COMPARED SINCE THEIR JOINT GEOMETRY WAS THE SAME. ONLY THE TYPE OF FASTENER DIFFERED. THE TEST RESULTS INDICATED CLEARLY THAT SUBSTANTIAL SLIP OCCURS IN RIVETED JOINTS. THE RIVITED JOINT SLIPPED 0.023 IN. AS COMPARED TO 0.030 IN. FOR THE BOLTED JOINT. IN ADDITION, THE RIVETED JOINT INDICATED GREATER FLEXIBILITY AT ALL STAGES OF LOADING. THE JOINT TESTS ALSO ILLUSTRATED THAT COMPLEX BOLTED JOINTS ARE NOT LIKELY TO SLIP THE FULL AMOUNT OF THE BOLT HOLE CLEARANCE. THIS STUDY ALSO CONFIRMED THAT THE HIGHER ALLOWABLE STRESSES SUGGESTED IN PREVIOUS INVESTIGATIONS PROVIDED SUITABLE BEHAVIOR IN THE WORKING LOAD RANGE AND UP TO JOINT SLIP. A THEORETICAL ELASTIC SOLUTION WAS ALSO DEVELOPED FOR THE LOAD PARTITION IN A SHINGLE JOINT. IT IS BASED ON PREVIOUS WORK ON SYMMETRICAL BUTT SPLICES. THE SOLUTION PROVIDES THE STRESS PLANES. MATRIX NOTATION IS USED TO EXPRESS THE EQUILIBRIUM AND COMPATIBILITY CONDITIONS. THE SOLUTION IS ILLUSTRATED BY CONSIDERING THE FORCES IN TWO SHINGLE JOINTS. IT IS BELIEVED THAT THE THEORETICAL SOLUTION CAN BE USED TO CHECK THE LOAD DISTRIBUTION IN THE LARGE TEST JOINTS AND THAT IT SHOULD BE EXTENDED INTO THE INELASTIC REGION. /AUTHOR/]]></description>
      <pubDate>Thu, 21 Apr 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/103070</guid>
    </item>
    <item>
      <title>TESTS OF REINFORCEMENT SPLICES FOR CONTINUOUSLY-REINFORCED CONCRETE PAVEMENT</title>
      <link>https://trid.trb.org/View/102486</link>
      <description><![CDATA[LAP SPLICES IN REINFORCEMENT FOR CONTINUOUSLY-REINFORCED CONCRETE PAVEMENTS WERE TESTED UNDER LONGITUDINALLY-APPLIED STATIC AXIAL TENSILE LOADING TO FAILURE. LABORATORY TESTS WERE MADE TO DETERMINE THE LENGTH REQUIRED FOR EFFECTIVE LAP SPLICES IN HIGH YIELD POINT DEFORMED BAR AND WELDED WIRE FABRIC REINFORCEMENT FOR CONTINUOUSLY-REINFORCED CONCRETE PAVEMENTS. DEFORMED BAR REINFORCEMENT WAS TESTED FOR SIX DIFFERENT SPLICES AND A CONTROL SET HAVING FULL-LENGTH REINFORCEMENT. WELDED WIRE FABRIC WAS TESTED WITH FIVE DIFFERENT SPLICES AND CONTROLS. OBSERVATIONS WERE MADE FOR OPENINGS OF THE PREFORMED CRACK UNDER LOAD, TOGETHER WITH THE OCCURRENCE AND OPENING OF ADDITIONAL CRACKS AND THE MODE OF FAILURE. RESULTS WERE EVALUATED IN TERMS OF SEVERAL CRITERIA THAT ARE SIGNIFICANT TO THE FUNCTION OF REINFORCEMENT IN CONTINUOUSLY-REINFORCED PAVEMENT. HORIZONTAL LONGITUDINAL CRACKS OCCURRED IN THE PLANE OF THE REINFORCEMENT IN SPECIMENS REINFORCED WITH DEFORMED BARS . SUCH CRACKING ORIGINIATED AT TRANSVERSE CRACKS IN THE UNSPLICED PORTIONS OF THE TEST SPECIMENS WHEN STEEL STRESSES REACHED 50 KSI OR GREATER WITH CRACK OPENINGS OF 0.015 TO 0.029 IN. THESE LONGITUDINAL CRACKS ARE INDICATIONS OF BOND FAILURE IN REGIONS WHERE THE TENSILE STRESS IN THE STEEL DECREASES SHARPLY IN THE LONGITUDINAL DIRECTION FROM THE HIGH VALUES AT THE TRANSVERSE CRACK. THE HIGH TENSILE STRESS GRADIENT REQUIRES HIGH BOND STRESSES IN THESE REGIONS. WHEN BOND FAILURE OCCURS, THE TENSILE STRESS GRADIENT MUST DECREASE, AND THE STRAIN IN A GREATER LENGTH OF STEEL CONTRIBUTES TO MARKED INCREASES IN TRANSVERSE CRACK OPENING. LONGITUDINAL CRACKING FROM THE PREFORMED CRACK IN THE SPLICE APPEARED AT ABOUT THE SAME LOADS AS THE FIRST NATURAL TRANSVERSE CRACK. IN THE LONGER SPLICES, HOWEVER, THESE LONGITUDINAL CRACKS WERE SHORT AND DID NOT PROGRESS FURTHER UNTIL MANY ADDITIONAL TRANSVERSE CRACKS HAD FORMED. LARGE OPENINGS OF TRANSVERSE CRACKS, EXCEPT AT FRACTURE OF SHORTER SPLICES, DID NOT OCCUR UNTIL THE REINFORCEMENT YIELDED. SUCH LARGE OPENINGS WERE PRECEDED BY THE DEVELOPMENT OF MANY TRANSVERSE CRACKS. CRACKS AT SPLICES DO NOT OPEN AS WIDE AS CRACKS AT THE END OF SPLICES OR IN UNSPLICED REINFORCEMENT BECAUSE THERE IS TWICE AS MUCH STEEL IN THE SPLICE AREA.]]></description>
      <pubDate>Thu, 24 Mar 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/102486</guid>
    </item>
    <item>
      <title>BIRD-CAGING IN WIRE ROPE</title>
      <link>https://trid.trb.org/View/308166</link>
      <description><![CDATA[A theory which predicts when a wire in an impacted strand will separate from the core wire is presented.  The condition must occur if a strand is to form a bird cage.  It is shown that it is possible to separate even if the axial strain is positive.  The wires can separate, due to twisting, with a reduction in tensile load.  If rope is carrying a heavy load and the load is partially released, wire separation is possible.  The theory can be extended to wire ropes with complex cross sections.]]></description>
      <pubDate>Thu, 31 May 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/308166</guid>
    </item>
    <item>
      <title>INFLUENCE OF AXIAL TENSION ON THE SHEAR CAPACITY OF REINFORCED CONCRETE MEMBERS</title>
      <link>https://trid.trb.org/View/301820</link>
      <description><![CDATA[The modified compression field theory is used to predict the response of reinforced concrete members subjected to combined shear and axial tension.  It is predicted that even members containing only longitudinal reinforcement is capable of preventing excessive widening of the cracks. Tests of 24 such specimens are used to verify these predictions.  Based on the analytical study, the experimental program, and a review of previous experimental studies, it is concluded that the current ACI design procedures for members in combined shear and tension are excessively conservative.]]></description>
      <pubDate>Tue, 31 Oct 1989 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/301820</guid>
    </item>
    <item>
      <title>DEVELOPMENT LENGTH OF GROUTED REBARS. FINAL REPORT</title>
      <link>https://trid.trb.org/View/285760</link>
      <description><![CDATA[A total of 76 pullout tests on Grade 60 rebars, ranging in size from Nos. 5 to 9, were grouted into unreinforced concrete test slabs and subjected to axial tensile loads. The objective of this study was to determine the embedment depths required to develop the tensile strength of these rebars in drilled and grouted holes.  For these tests, a minimum acceptance criterion equal to 125 percent of the nominal yield strength of the bar was used.  Embedment depths, for coated and uncoated bars grouted with either Type II cement or epoxy resins, were compared to current AASHTO specifications for developing tension reinforcement. Tests showed that embedment depths can be reduced 25 to 50 percent from values now specified when cement grout is used. With higher-cost epoxy resins, the reductions range from 50 to 60 percent.]]></description>
      <pubDate>Mon, 30 Nov 1987 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/285760</guid>
    </item>
    <item>
      <title>COMBINED BENDING AND AXIAL LOADING IN LUMBER</title>
      <link>https://trid.trb.org/View/277197</link>
      <description><![CDATA[This papaer describes the development of a model for predicting the strength of lumber in bending, and in combined bending and axial loading, on the basis of axial tension and compression behavior of similar members.  Both instability and material strength failures are included. The model includes the effects of variability in lumber strength, both within a member and between members.  Size effects which predict decreasing strength with increasing member size are incorporated.  An extensive experimental program on a large quantity of structural lumber has been used for calibration and verification.  Output from the model will contribute to the development of more efficient design methods for wood trusses and other structures where lumber is subjected to combined bending and axial loading.]]></description>
      <pubDate>Sun, 30 Nov 1986 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/277197</guid>
    </item>
    <item>
      <title>LABORATORY MEASUREMENTS OF ASPHALT-RUBBER CONCRETE MIXTURES</title>
      <link>https://trid.trb.org/View/181654</link>
      <description><![CDATA[The objective of this study was to develop procedures for making and testing specimens made with asphalt-rubber and aggregates.  The investigation was aimed at finding a method or methods for (a) mixing the high-viscosity asphalt-rubber with aggregates, (b) forming test specimens made with this resilient material, and (c) testing the compacted specimens for characterization by using some common procedures.  The above factors are discussed along with results obtained for Hveem stability, cohesiometer value, axial tension, double-punch tension and dynamic modulus of elasticity, and resistance to debonding under a dynamic repeated pore-water pressure exposure.  In general, it was found that good aggregate coating can be obtained with a common laboratory mixer at the usual mixing temperatures, that California-tamping-foot compaction was not possible and that vibratory compaction yielded higher densities than static compaction, that compacted specimens required a storage period of three days in the mold at room temperature, that testing for strength had to be performed at room temperature, that testing for strength had to be performed at room temperature or lower, and that expected low strength and durability are attributed to high air-void content. (Author)]]></description>
      <pubDate>Tue, 30 Nov 1982 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/181654</guid>
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