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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>
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    <item>
      <title>SHEAR STRESS AND TORSION IN PRESTRESSED CONCRETE</title>
      <link>https://trid.trb.org/View/1081981</link>
      <description><![CDATA[IT IS SUGGESTED THAT ZONES SHOULD BE DIFERENTIATED IN GIRDER WEBS: (1) ZONE NEAR THE SUPPORT, (2) ZONE WITH A LOW M/QH RATIO, (3) ZONE WITH A HIGH M/QH RATIO WHERE SHEAR CRACKS DEVELOP FROM FLEXURAL CRACKS, AND (4) ZONE WITH SMALL SHEAR FORCE AND HIGH BENDING MOMENT. CRITERIA ARE GIVEN FOR LIMITING THESE ZONES. IT CAN BE OBSERVED THAT THE TOTAL SHEAR FORCE ON THE MEMBERS SUBJECTED TO COMPRESSIVE LOAD DOES NOT CORRESPOND AS IS OFTEN SUPPOSED, TO THE LOAD CAUSING INITIAL CRACKING. THE DEGREE OF PRESTRESS HAS A MARKED INFLUENCE ON THE LENGTH OF ZONE (3) AND ON THE QUANTITY OF SHEAR REINFORCEMENT NEEDED. THE CONTRIBUTION MADE BY INCLINED PRESTRESSING CABLES TO THE STRENGTH OF THE SYSTEM CAN BE MARKEDLY REDUCED IF THE ADJOINING TENSILE CHORD IS NOT SUFFICIENTLY REINFORCED. THE NECESSITY FOR MINIMUM SHEAR REINFORCEMENT IS THUS DEMONSTRATED. IN PURE TORSION, THE TRANSVERSE REINFORCEMENT MUST BE DESIGNED FOR THE TOTAL TANGENTIAL TORSIONAL STRESS, EVEN IN THE CASE OF LONGITUDINAL PRESTRESSING. IN COMBINED TORSION AND BENDING, TRANSVERSE REINFORCEMENT MUST BE DESIGNED TO TAKE ACCOUNT OF THE TOTAL TANGENTIAL TORSIONAL STRESS. COMPRESSIVE STRESSES IN CONCRETE BRACKETS CAN BE GREATLY REDUCED BY USING INCLINED PRESTRESSED CABLES TRANSVERSE REINFORCEMENT PARALLEL TO THE DIRECTION OF THE MAIN TENSILE STRESS AND CLOSELY SPACED  STIRRUPS.]]></description>
      <pubDate>Sun, 21 Nov 2010 18:57:07 GMT</pubDate>
      <guid>https://trid.trb.org/View/1081981</guid>
    </item>
    <item>
      <title>TESTS ON HIGH-STRENGTH STEEL REINFORCEMENT FOR PRESTRESSED PRE-TENSIONED OR POST-TENSIONED STRUCTURES</title>
      <link>https://trid.trb.org/View/1081973</link>
      <description><![CDATA[THESE PROCEDURES (AC.P-1 TO AC.P-5) WERE APPROVED ON THE 22ND FEBRUARY 1971 BY CIRCULAR NO. 71-19 OF THE MINISTERE DE L'EQUIPEMENT ET DU LOGEMENT. THEY APPLY TO STEEL WIRES, BARS AND STRANDS USED IN THE MANUFACTURE OF PRESTRESSING REINFORCEMENT. PROCEDURE AC.P-1 CONCERNS THE TENSILE TEST ON STEEL WIRES, BARS AND STRANDS. IT CONSISTS IN SUBJECTING A SAMPLE TO TENSILE STRESS UP TO FAILURE POINT IN ORDER TO DETERMINE THE MECHANICAL CHARACTERISTICS LISTED AND DEFINED IN CHAPTER 3. PROCEDURE AC.P-2 CONCERNS THE ALTERNATE FOLDING TEST ON STEEL WIRE. IT CONSISTS IN FOLDING AT 90 DEGREES ALTERNATELY IN BOTH DIRECTIONS, A SAMPLE RESTRAINED AT EACH END, EACH FOLDING OPERATION BEING CARRIED OUT ON A CYLINDRICAL SURFACE OF SPECIFIED DIAMETER. ONE 90 DEGREES BENDING OF THE SAMPLE FOLLOWED BY A RETURN TO THE INITIAL  POSITION CONSTITUTES ONE FOLDING OPERATION. PROCEDURE AC-3 DESCRIBES THE  ALTERNATE TORSION TEST FOR STEEL WIRES. THE TEST CONSISTS IN APPLYING TORSIONAL CYCLES UP TO FAILURE POINT TO A SAMPLE RESTRAINED AT EACH EXTREMITY IN A BLOCK UNDER NO AXIAL STRESS, BY ROTATING ONE OF THE BLOCKS ROUND THE AXIS OF THE SAMPLE UNDER JUST SUFFICIENT STRESS TO ENSURE THAT THE LATTER REMAINS STRAIGHT DURING THE TEST. PROCEDURE AC.P-4 DESCRIBES A TENSILE CORROSION TEST WITH DISTILLED WATER FOR STEEL WIRES, BARS AND STRANDS. THE SAMPLE IS HALF SUBMERGED IN DISTILLED WATER CONTAINED IN A WATERPROOF CYLINDRICAL CONTAINER. THE WATER IS SUCKED TOWARDS THE BOTTOM OF THE CONTAINER  BY A PUMP AND RECIRCULATED AT THE TOP OF THE CONTAINER. THE JET OF WATER  DIRECTED TOWARDS THE BOTTOM DOES NOT TOUCH THE SAMPLE, BUT CONDENSATION OCCURS ON THE SAMPLE IN THE FORM OF WATER DROPS. THESE DROPS ACT AS MICRO-CORROSION CELLS. THE JET OF WATER CAUSES WHIRLING MOVEMENTS IN THE WATER WHICH IS THEN PARTIALLY AERATED NEAR ITS FREE SURFACE. VARIATIONS IN THE OXYGEN CONTENT OF THE WATER ACCORDING TO THE DEPTH CREATE MACRO CORROSION CELLS. THE SUBMERGED AERATED PART OF THE SAMPLE IS CORRODED BY GENERALIZED DISSOLUTION OR PITTING. THE OTHER PARTS OF THE SAMPLE CAN BE SUBJECT TO CRACKING. PROCEDURE AC.P-5 DESCRIBES THE CATHODIC POLARIZATION TEST IN ACID MEDIUM FOR STEEL WIRES AND BARS. IT CONSISTS IN MEASURING, AT A GIVEN TEMPERATURE AND IN A GIVEN ELECTOLYTE, THE LIFETIME OF A SAMPLE SUBJECTED TO A CONSTANT TENSILE LOAD AND CATHODICALLY POLARIZED UNDER CONSTANT CURRENT DENSITY. A HIGH STRENGTH STEEL SAMPLE, WHICH IS SIMULTANEOUSLY SUBJECTED TO CONSTANT TENSILE STRESS AND EXPOSED TO AN EMISSION OF HYDROGEN IN AN ACID MEDIUM CAUSED BY THE CATHODIC POLARIZATION OF THE SAMPLE, BECOMES BRITTLE DUE TO THE HYDROGEN WHICH CAN EVENTUALLY CAUSE RUPTURE WITHOUT CONTRACTION  (FRAGILE RUPTURE) WITHIN A PERIOD OF TIME WHICH CHARACTERIZED THE LIFETIME.]]></description>
      <pubDate>Sun, 21 Nov 2010 18:56:54 GMT</pubDate>
      <guid>https://trid.trb.org/View/1081973</guid>
    </item>
    <item>
      <title>BASIC PROPERTIES OF FIBRE GLASS MESH USED AS CONCRETE REINFORCEMENT</title>
      <link>https://trid.trb.org/View/1081968</link>
      <description><![CDATA[FOR A FEW YEARS, INVESTIGATIONS HAVE BEEN CONDUCTED AT THE LODZ POLYTECHNIC SCHOOL INTO GLASS FIBRE MESH USED AS REINFORCEMENT FOR GLASS-FIBRE REINFORCED CONCRETE. THIS ARTICLE DEALS WITH THE MECHANICAL PROPERTIES OF THE MESH AND STUDIES THE BASIC INGREDIENTS USED (GLASS BEADS CONTAINING SI02, MG0, BA0, AL203, B203, CA0, NA20) MESH TECHNOLOGY, TENSILE TESTS, AND INFLUENCE OF THE ENVIRONMENT (DRINKING WATER, SODA SOLUTION, AND SULPHURIC ACID). THE MESH IS CHARACTERIZED BY A VERY HIGH TENSILE STRENGTH WHICH IS INFLUENCED BY THE SCALE EFFECT, WEAVING OF THE MESH, DIRECTION OF TENSILE FORCES, PRODUCT FOR STIFFENING THE MESH, ENVIRONMENT, AND RELATION BETWEEN EXTENSION AND STRESS). TRANSLATION NO. 71/4 BY UTI DIRECTION DE LA RECHERCHE, 12 RUE BRANCION, 75 PARIS 15C.]]></description>
      <pubDate>Sun, 21 Nov 2010 18:56:46 GMT</pubDate>
      <guid>https://trid.trb.org/View/1081968</guid>
    </item>
    <item>
      <title>STUDY OF THE MECHANICAL OPERATION OF DRAINAGE PIPES REINFORCED WITH MEDIUM FIBRE</title>
      <link>https://trid.trb.org/View/1081950</link>
      <description><![CDATA[THIS ARTICLE DESCRIBES THE RESEARCH INTO THE VARIOUS PHASES OF THE MECHANICAL OPERATION OF DRAINAGE PIPES WITH MEDIUM FIBRE REINFORCEMENT. A SIMPLIFIED CALCULATION METHOD IS PRESENTED FOR THE CASE WHEN THE PIPE IS SUBJECTED TO TWO OPPOSITE STRESSES WHICH FACILITATES THE CALCULATION OF SAFETY RESULTING FROM THE POSITIONING OF THE REINFORCEMENT.]]></description>
      <pubDate>Sun, 21 Nov 2010 18:56:20 GMT</pubDate>
      <guid>https://trid.trb.org/View/1081950</guid>
    </item>
    <item>
      <title>FAILURE OF PRESTRESSED CONCRETE BEAMS SUBJECTED TO HIGH SHEARING STRESSES</title>
      <link>https://trid.trb.org/View/1081943</link>
      <description><![CDATA[THIS STUDY DEALS ONLY WITH DOUBLE T BEAMS. OBSERVATIONS HAVE SHOWN THAT CRACKING CAUSED BY LOADS VERY NEAR THE ULTIMATE LOAD IS CHARACTERIZED BY TWO DISTINCT TYPES OF CRACKS: (1) OBLIQUE CRACKS IN THE VICINITY OF THE SUPPORTS WHICH OCCUR GENERALLY THROUGHOUT THE WHOLE DEPTH OF THE WEB; THE CRACKS ARE PARALLEL TO EACH OTHER AND PERPENDICULAR TO THE DIRECTION OF THE MAIN/TENSILE STRESSES, AND (2) SHEAR CRACKS, DUE TO BENDING IN THE VICINITY OF THE LOADS, WHICH OCCUR IN THE LOWER FLANGE OF THE BEAM AND THE INCLINATION OF WHICH VARIES GREATLY. A STUDY WAS MADE OF THE VARIOUS STRESSES, THEIR EFFECT, AND METHOD OF CALCULATION. RESULTS SHOW THAT THE FAILURE MECHANISM OCCURS IN TWO STAGES: (1) FAILURE BY CRUSHING IN THE ZONE OF DIAGONAL CRACKS AND (2) FAILURE OF THE UPPER FLANGE OR CRUSHING OF THE WEB IN THE ZONE OF BENDING AND SHEAR CRACKS. A NUMERICAL EXAMPLE IS GIVEN. THIS STUDY ENABLES THE TRANSVERSE REINFORCEMENT TO BE CALCULATED.]]></description>
      <pubDate>Sun, 21 Nov 2010 18:56:11 GMT</pubDate>
      <guid>https://trid.trb.org/View/1081943</guid>
    </item>
    <item>
      <title>STUDIES OF THE BONDING PROPERTIES OF REINFORCING STEEL IN SYNTHETIC RESIN MORTARS</title>
      <link>https://trid.trb.org/View/1073763</link>
      <description><![CDATA[THE STUDIES CARRIED OUT IN THE PROJECT (SHORT-TERM EXTRACTION TESTS OF RIBBED STEELS EMBEDDED IN SYNTHETIC RESIN MORTAR) SHOWED THAT BONDING STRENGTH WAS VERY HIGH BUT THAT THERE WAS A MARKED DEPENDENCE OF THE BOND ON TEMPERATURE AND TERM OF LOADING. THE REQUIRED BONDING AND EMBEDMENT LENGTHS ARE TO BE DETERMINED FOR REINFORCING STEELS, PARTICULARLY AT HIGH TEMPERATURES AND DURING LONG-TERM HANDLING.]]></description>
      <pubDate>Sun, 21 Nov 2010 14:17:19 GMT</pubDate>
      <guid>https://trid.trb.org/View/1073763</guid>
    </item>
    <item>
      <title>CRACKING IN PARTIALLY PRESTRESSED STRUCTURAL SECTIONS</title>
      <link>https://trid.trb.org/View/1073760</link>
      <description><![CDATA[THEORETICAL AND PRACTICAL STUDIES ARE TO BE CARRIED OUT TO DETERMINE HOW SLACK AND PRESTRESSED REINFORCEMENT AND THE SHEET METAL SHEATH INTERACT DURING CRACKING. BASED ON THE RELATIONS FOUND RECOMMENDATIONS ARE TO BE MADE  AS TO HOW A SUITABLE COMBINATION OF SLACK AND PRESTRESSED REINFORCEMENT IN PARTIALLY PRESTRESSED STRUCTURAL ELEMENTS CAN BE USED TO GUARANTEE SAFE  CRACKING UNDER TENSILE STRESS. THE EXISTING LITERATURE ON THE SUBJECT IS  TO BE INSPECTED, AND EFFORTS ARE TO BE MADE TO SEE HOW FAR CONDITIONS ASSOCIATED WITH REINFORCED CONCRETE CAN BE TRANSFERRED TO PARTIALLY PRESTRESSED ELEMENTS. A SERIES OF 15 TENSILE MEMBERS ARE TO BE EXAMINED IN THE PRACTICAL TESTS.]]></description>
      <pubDate>Sun, 21 Nov 2010 14:17:13 GMT</pubDate>
      <guid>https://trid.trb.org/View/1073760</guid>
    </item>
    <item>
      <title>OVERLAPPING SECTIONS OF RIBBED STEELS SUBJECTED TO COMPRESSION STRESS</title>
      <link>https://trid.trb.org/View/1073735</link>
      <description><![CDATA[THE AIM OF THE PROJECT IS TO STUDY THE POSSIBLE APPLICATION OF LONGITUDINAL DISPLACEMENT OF OVERLAPPING SECTIONS TO COMPRESSION BARS FOR REINFORCED  CONCRETE.]]></description>
      <pubDate>Sun, 21 Nov 2010 14:16:12 GMT</pubDate>
      <guid>https://trid.trb.org/View/1073735</guid>
    </item>
    <item>
      <title>EXTRACTION TESTS ON ANGLED HOOKS</title>
      <link>https://trid.trb.org/View/1073729</link>
      <description><![CDATA[THE TESTS WERE UNDERTAKEN TO DETERMINE WHETHER AND TO WHAT EXTENT THE TENSILE FORCE WHICH CAN BE TAKEN UP FROM A HOOK END ANCHORAGE CAN BE INCREASED IF THE STRAIGHT END OF THE HOOK, DESIGNED IN ACCORDANCE WITH DIN STANDARD 1045, IS LENGTHENED. A TOTAL OF 84 HOOK EXTRACTION TESTS WERE CARRIED OUT WITH SMOOTH AND RIBBED REINFORCING STEELS, THE POSITION OF THE BARS BEING VARIED DURING CONCRETING. THE RESULTS SHOWED THAT PERMISSIBLE HOOK TENSILE STRENGTH IS NOT INCREASED BY LENGTHENING THE STRAIGHT END OF THE HOOK BEYOND THE MINIMUM DIMENSION PRESCRIBED IN DIN 1045.]]></description>
      <pubDate>Sun, 21 Nov 2010 14:16:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/1073729</guid>
    </item>
    <item>
      <title>NEW TENDENCIES IN RIGID PAVEMENT CONSTRUCTION</title>
      <link>https://trid.trb.org/View/1069420</link>
      <description><![CDATA[THE EVOLUTION IN RIGID PAVEMENTS SHOWS THAT CONVENTIONAL REINFORCED SURFACINGS ARE BEING REPLACED WITH NON-REINFORCED SURFACINGS AND CONTINUOUSLY REINFORCED SURFACINGS.  THE MAIN CHARACTERISTICS OF THESE TWO TYPES OF SURFACINGS USED ON SPANISH MOTORWAYS ARE DESCRIBED.  DETAILS ARE GIVEN OF THE MATERIALS USED, EXECUTION OF THE WORK, AND SOLUTIONS ADOPTED AS A FUNCTION  OF THE TYPE OF TERRAIN, HEAVY TRAFFIC AND CLIMATE.]]></description>
      <pubDate>Sun, 21 Nov 2010 11:41:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/1069420</guid>
    </item>
    <item>
      <title>CORROSION OF REINFORCED CONCRETE. INFLUENCE OF ADMIXTURES</title>
      <link>https://trid.trb.org/View/1069360</link>
      <description><![CDATA[THE AUTHOR ANALYSES THE NATURE OF CORROSION OF REINFORCED CONCRETE STEEL AND THE INFLUENCE OF CONCRETE AS A COVERING OF THE REINFORCEMENT.  THE VARIOUS FACTORS TAKEN INTO ACCOUNT ARE: CRACKS, COVERING, WEATHER CONDITIONS,  CEMENT AGGREGATES, WATER, ADMIXTURES, STEEL, TERRAIN AND ENVIRONMENT.  COMMENTS ARE MADE ON THE VARIOUS PROTECTIVE MEASURES AVAILABLE: SURFACE TREATMENT OF THE STRUCTURE, PROTECTION OF THE REINFORCING STEEL AND ADDITION OF INHIBITORS TO CONCRETE.]]></description>
      <pubDate>Sun, 21 Nov 2010 11:39:57 GMT</pubDate>
      <guid>https://trid.trb.org/View/1069360</guid>
    </item>
    <item>
      <title>EFFICIENT STRENGTH OF LOW QUALITY REINFORCED CONCRETE POSTS REINFORCED BY TWO DIFFERENT METHODS</title>
      <link>https://trid.trb.org/View/1069350</link>
      <description><![CDATA[THE TWO METHODS USED WERE: INCREASE IN THE CROSS SECTION WITH CONCRETE OR  INSTALLATION OF ANGLE IRONS MADE OF LAMINATED STEEL AT THE FOUR CORNERS OF THE POST.  18 LOW-QUALITY REINFORCED CONCRETE POSTS WERE BUILT, REINFORCED AND TESTED.  AT A GIVEN HEIGHT, THE POSTS WERE WIDENED TO SIMULATE THE  PRESENCE OF A SLAB.  COMPRESSION TESTS WERE CONDUCTED TO EVALUATE THE STRENGTH OF THE TWO REINFORCEMENT METHODS, THE STRESS DISTRIBUTION BETWEEN THE ORIGINAL SECTION AND THAT OF THE REINFORCEMENT, THE DEFORMATIONS, AND THE GEOMETRY OF CRACKS AND FAILURE.]]></description>
      <pubDate>Sun, 21 Nov 2010 11:39:46 GMT</pubDate>
      <guid>https://trid.trb.org/View/1069350</guid>
    </item>
    <item>
      <title>PEDESTRIAN FOOTBRIDGES OVER MOTORWAYS</title>
      <link>https://trid.trb.org/View/1069340</link>
      <description><![CDATA[DETAILS ARE GIVEN OF FIVE FOOTBRIDGES IN THE URBAN ZONE AND SUBURBS OF THE CAPITAL OF ARGENTINA.  THE REINFORCED AND PRESTRESSED CONCRETE STRUCTURES WERE PREFABRICATED.  THE DIMENSIONS OF THE BRIDGES, THE PRETENSIONING OF  THE REINFORCEMENT, THE BEARING SYSTEM OF THE BEAMS ON POLYCHLOROPRENE PLATES AND CONSTRUCTION METHODS ARE DESCRIBED.]]></description>
      <pubDate>Sun, 21 Nov 2010 11:39:32 GMT</pubDate>
      <guid>https://trid.trb.org/View/1069340</guid>
    </item>
    <item>
      <title>SECOND STUDY DAYS ON PRESTRESSED CONCRETE IN ARGENTINA</title>
      <link>https://trid.trb.org/View/1069338</link>
      <description><![CDATA[THIS CONFERENCE, ORGANIZED BY THE PRESTRESSED CONCRETE ASSOCIATION, TOOK PLACE FROM 21ST TO 25TH OCTOBER 1974 IN BAHIA BLANCA.  24 REPORTS WERE PRESENTED ON THE DESIGN, TECHNOLOGY, APPLICATION AND TEACHING OF PRESTRESSED CONCRETE.  AMONG THE PAPERS PRESENTED WERE THE FOLLOWING: CALCULATION OF LONGITUDINAL MOVEMENTS IN PRESTRESSED BRIDGES, EFFECT OF CABLE TRANSPOSITION IN THE FAILURE OF PRESTRESSED BEAMS, COMPUTERIZED DESIGN OF STATICALLY INDETERMINATE PRESTRESSED STRUCTURES, PRESTRESSED BRIDGES ON THE BAHIA BLANCA MOTORWAY, USE OF COMPUTERS FOR THE DESIGN OF BRIDGES BUILT BY THE SUCCESSIVE CANTILEVER METHOD, EXPERIMENTAL ANALYSIS OF FRICTION IN BRIDGE PRESTRESSING, SIMPLIFIED CALCULATION OF LONG SKEW BRIDGES, EXPERIMENTAL STUDY OF THE ADHESION BETWEEN PRECAST PRESTRESSED BEAMS AND CAST IN-SITU CONCRETE  IN PROTOTYPE BRIDGE DECKS UNDER STATIC AND DYNAMIC LOADS, CONSIDERATIONS  ON THE DESIGN OF CONTINUOUS PRESTRESSED CONCRETE BRIDGES.]]></description>
      <pubDate>Sun, 21 Nov 2010 11:39:30 GMT</pubDate>
      <guid>https://trid.trb.org/View/1069338</guid>
    </item>
    <item>
      <title>TABLES SHOWING MAXIMUM LOADS TO BE IMPOSED ON REINFORCED CONCRETE SLABS</title>
      <link>https://trid.trb.org/View/1069318</link>
      <description><![CDATA[TABLES ARE GIVEN TO DETERMINE THE MAXIMUM LOADS TO BE APPLIED TO REINFORCED CONCRETE SLABS SIMPLY RESTING ON SUPPORTS AS A JUNCTION OF THE STRENGTH  CHARACTERISTICS (CONCRETE AND REINFORCING BARS) AND THICKNESS OF THE SLABS. THE USE OF THE TABLES ENABLES A SELECTION TO BE MADE QUICKLY AND A QUICK CONTROL TO BE CARRIED OUT.]]></description>
      <pubDate>Sun, 21 Nov 2010 11:39:06 GMT</pubDate>
      <guid>https://trid.trb.org/View/1069318</guid>
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