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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=PHNlYXJjaD48cGFyYW1zPjxwYXJhbSBuYW1lPSJkYXRlaW4iIHZhbHVlPSJhbGwiIC8+PHBhcmFtIG5hbWU9InN1YmplY3Rsb2dpYyIgdmFsdWU9Im9yIiAvPjxwYXJhbSBuYW1lPSJ0ZXJtc2xvZ2ljIiB2YWx1ZT0ib3IiIC8+PHBhcmFtIG5hbWU9ImxvY2F0aW9uIiB2YWx1ZT0iMCIgLz48L3BhcmFtcz48ZmlsdGVycz48ZmlsdGVyIGZpZWxkPSJpbmRleHRlcm1zIiB2YWx1ZT0iJnF1b3Q7U3VzdGFpbmVkIGxvYWRpbmcmcXVvdDsiIG9yaWdpbmFsX3ZhbHVlPSImcXVvdDtTdXN0YWluZWQgbG9hZGluZyZxdW90OyIgLz48L2ZpbHRlcnM+PHJhbmdlcyAvPjxzb3J0cz48c29ydCBmaWVsZD0icHVibGlzaGVkIiBvcmRlcj0iZGVzYyIgLz48L3NvcnRzPjxwZXJzaXN0cz48cGVyc2lzdCBuYW1lPSJyYW5nZXR5cGUiIHZhbHVlPSJwdWJsaXNoZWRkYXRlIiAvPjwvcGVyc2lzdHM+PC9zZWFyY2g+" 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>Propagation of corrosion-induced cracks of the RC beam exposed to marine environment under sustained load for a period of 26 years</title>
      <link>https://trid.trb.org/View/1491512</link>
      <description><![CDATA[This paper presents the corrosion-induced cracking process of a corroded reinforced concrete beam exposed to a chloride environment for 26 years. The cracking maps of the beam were drawn during different corrosion periods. The first corrosion-induced cracks in the compression zone occurred at about the 5th year and then developed significantly. The corrosion-induced cracks in the tension zone appeared at about the 7th year, followed by the stirrup zones in the transversal sections. At about the 14th year, the width of the cracks in the tension zone exceeded that in the compression zone. The cracks in the tension zone became connected almost throughout the span. The top-bar effect, bleeding and the “top surface ponding effect” led to the appearance of corrosion-induced cracks first in the compression zones, while the corrosion-induced cracks in the tension zone increased more significantly in both length and width as a result of the sustained load.]]></description>
      <pubDate>Tue, 19 Dec 2017 13:33:45 GMT</pubDate>
      <guid>https://trid.trb.org/View/1491512</guid>
    </item>
    <item>
      <title>Macrocrack propagation in concrete specimens under sustained loading: Study of the physical mechanisms</title>
      <link>https://trid.trb.org/View/1373231</link>
      <description><![CDATA[This study presents a series of 4-point bending tests performed to describe the delayed behavior of unreinforced pre-cracked beams under low, moderate and high sustained loading levels. The deflection creep rate, the failure time and the load level were assessed. A linear relation, in a semi-log scale, was found for the deflection creep rate at high load levels. In addition, a linear relation, in a log–log scale, between the secondary deflection creep rate and failure time was observed.  Besides, it was shown that the secondary creep deflection rate increases with the sustained loading level and the macrocrack propagation rate when macrocrack propagation occurs during the sustained loading.  Physical mechanisms are proposed to explain these results and may be summarized as follows: the delayed behavior of an unreinforced cracked concrete specimen under sustained loading is mainly due to the cracking evolution, thus the creation of microcracks and/or the propagation of a macrocrack.]]></description>
      <pubDate>Tue, 17 Nov 2015 08:24:44 GMT</pubDate>
      <guid>https://trid.trb.org/View/1373231</guid>
    </item>
    <item>
      <title>Time-Dependent Behavior of RC Beams Retrofitted with CFRP Straps</title>
      <link>https://trid.trb.org/View/1110987</link>
      <description><![CDATA[A retrofitting technique that uses prestressed unbonded carbon-fiber-reinforced polymer (CFRP) straps to provide additional shear capacity has previously been shown to be successful under short-term static loading conditions. The current study explores the longer-term behavior of this retrofitting technique through two experiments (a sustained load and a cyclic load experiment) and the development of a model based on the modified compression field theory. The experiments indicated that the strain in the CFRP straps changes with time due to changes in the load sharing with the concrete (caused by creep) and the steel stirrups (caused by yield of these elements). The predictive model was initially validated against static experimental results before being applied to the longer-term experiments. The model predicts the trends in behavior well although it is conservative in its estimates of strap strain. The model was then used to determine the influence of stirrup yielding, the load level before and after retrofitting, and the duration of loading on the CFRP strap strains. The initial results suggest that the largest increases in long-term strap strain will occur when the straps are installed early in the structure’s service life although further experimental validation is required.]]></description>
      <pubDate>Mon, 08 Aug 2011 14:40:15 GMT</pubDate>
      <guid>https://trid.trb.org/View/1110987</guid>
    </item>
    <item>
      <title>Sustained Loading and Temperature Response of Fiber-Reinforced Polymer–Concrete Bond</title>
      <link>https://trid.trb.org/View/913270</link>
      <description><![CDATA[One aspect of long-term behavior of the bond of fiber-reinforced polymer (FRP) and concrete bond has received relatively little attention in the literature: bond stress redistribution and remaining (residual) pulloff strength after sustained loading. The relevance of this missing information is directly related to the expected reliability of FRP-strengthened structures when subjected to sustained loading and elevated temperatures over their life span. The objective of this investigation was to evaluate the effects of sustained loading and temperature on the time-dependent distribution of strain in carbon FRP bonded to concrete and on the pulloff strength of the carbon FRP at room temperature after the sustained loading period. Pulloff specimens were used to evaluate stress distributions during sustained loading tests at loads below ultimate and during tests to ultimate after sustained loading. Under sustained loading, the presence of temperature and a bond-line flaw increased the bond stress transfer length between the FRP and the concrete substrate. However, although the presence of higher temperatures resulted in increased pulloff strength, this beneficial effect was eliminated in the presence of sustained loading.]]></description>
      <pubDate>Mon, 22 Feb 2010 14:11:30 GMT</pubDate>
      <guid>https://trid.trb.org/View/913270</guid>
    </item>
    <item>
      <title>Microcracking and Time-Dependent Strains in High Strength Concrete</title>
      <link>https://trid.trb.org/View/868767</link>
      <description><![CDATA[The relationship between time-dependent deformation and internal microcracking of high-strength concrete was investigated experimentally. Direct comparison was made to the behavior of normal strength concrete subjected to similar relative uniaxial compressive stresses and under the same environmental conditions. Sealed and unsealed specimens were analyzed for microcracking after they were subjected to short-term loading, to shrinkage, and to sustained loading. Results confirm that microcracking always present even in unloaded specimens, is increased by short-term loading, shrinkage and sustained loading. However, the amount of cracking, as well as the increase in relative to the initial state, is significantly less in high strength concrete than in normal strength material. The amount of creep strain associated with normal cracking in high strength is negligible, whereas such creep is significant in normal strength concrete, particularly at high stresses. The research also indicates that the ratio of the sustained load strength to the short-term strength is higher for high strength than for normal strength concrete. This also can be explained in terms of differences in microcracking. Time-dependent engineering properties for high strength concrete, such as creep coefficient, specific creep, and shrinkage characteristics are reported in a separate paper.]]></description>
      <pubDate>Mon, 25 Aug 2008 08:50:33 GMT</pubDate>
      <guid>https://trid.trb.org/View/868767</guid>
    </item>
    <item>
      <title>Time Performance of Concrete-CFRP Bond Under Effects of Freeze-Thaw Cycles and Sustained Loading</title>
      <link>https://trid.trb.org/View/776006</link>
      <description><![CDATA[Durability of concrete-FRP bond is a very important factor in strengthening of concrete structures. This research is aimed at studying the time performance of concrete-CFRP bond under the effects of freeze-thaw cycles and sustained loading. For this purpose, 28 bond-test specimens under 2 different regimes were tested after 80 days of conditioning. Each specimen had CFRP strips bonded on two opposite faces of a concrete block. Two different levels of sustained loadings, 7.5% and 15% of the expected failure load, were used. The freeze-thaw profile was modeled using 20-year temperature data of Pittsburgh, PA. Test results show 1.1% to 9.9% reduction in failure load due to various conditioning regimes. The stiffness of the conditioned specimens also reduced in the range of 5.7% to 7.8%. The failure load of 15% sustained loaded specimens was found to be statistically different from the failure load of control specimens.]]></description>
      <pubDate>Wed, 23 Aug 2006 07:59:56 GMT</pubDate>
      <guid>https://trid.trb.org/View/776006</guid>
    </item>
    <item>
      <title>Design and Evaluation of Fiber-Reinforced Polymer Bond-Type Anchorages and Ground Anchors</title>
      <link>https://trid.trb.org/View/783563</link>
      <description><![CDATA[This paper presents laboratory tests on a bond-type anchorage system and a full-scale ground anchor with fiber-reinforced polymer 9-bar tendons. A cement-based mortar filled steel tube was used to simulate a rock mass environment. Resistance strain gauges, fiber optic sensors, embedded strain gauges, and linear variable displacement transducers were used to monitor the behavior of the anchor and to study load transfer mechanism of the tendon to surrounding rock mass. The test results show that the developed bond-type anchorage performs well for post-tensing applications with the tendons. The tested anchor presents an acceptable tensile behavior for each loading stage investigated (up to a load level of 0.6, guaranteed capacity of the tendon) in accordance with existing codes. The anchor is similar in strain distribution profile to conventional steel anchors, except giving a shorter load transfer length. It is expected that the anchor require a minimum anchor bonded length of 2,000  mm with plain cement grouts.]]></description>
      <pubDate>Thu, 27 Jul 2006 09:42:59 GMT</pubDate>
      <guid>https://trid.trb.org/View/783563</guid>
    </item>
    <item>
      <title>HYBRID FIBER REINFORCED POLYMER (FRP)-CONCRETE COLUMN</title>
      <link>https://trid.trb.org/View/637040</link>
      <description><![CDATA[Hybrid fiber reinforced polymer (FRP)-concrete columns are made by encasing concrete in a tubular jacket, which provides the necessary pour form, reinforcement, and protective jacket for the concrete core.  These hybrid columns can be used as pier columns and piles with considerable benefits in aggressive environments such as in Florida.  Previous studies on this hybrid system have resulted in valuable information.  However, there are two important aspects not previously addressed: slenderness of hybrid systems and long-term behavior under sustained loads.  This research investigated the effect of slenderness on the strength and ductility of hybrid columns, developed an analysis tool and design equation for slenderness limits of hybrid columns, and investigated time-dependent response of hybrid beam-columns.]]></description>
      <pubDate>Thu, 24 Feb 2000 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/637040</guid>
    </item>
    <item>
      <title>SUSTAINED LOAD STRENGTH AND SHORT-TERM STRAIN BEHAVIOR OF HIGH-STRENGTH CONCRETE</title>
      <link>https://trid.trb.org/View/542160</link>
      <description><![CDATA[A test program was carried out on 100-by-200 mm cylinders to study both the compressive strength under high sustained stresses and the short-term strain behavior of high-strength concrete. The sustained load specimens were subjected to sustained stresses for 3 months, if they did not fail sooner.  The concretes had 56-day strengths of 65-120 MPa (9,425-17,400 psi).  Sustained load stresses ranged from 70% to 95% of the short-term strength.  The effects of strain gradient and silica fume were also studied.  In addition, stress-strain curves, volumetric strains, and Poisson's ratio were measured in monotonic short-time tests.  The ratio of the sustained load strength for specimens loaded for 90 days to the short-term strength of ultra-high-strength silica fume concrete was found to be 10-15% higher than that of normal-strength concrete, while the sustained load strength ratio for high-strength concrete was found to be similar to normal-strength concrete. The sustained load strength ratio for high-strength concrete under small eccentric loads was found to be approximately 5% higher than that under concentric loads.  A correlation was found between the sustained load strength of high-strength concrete and the stress at which the short-time stress-strain curves deviate from a straight line.  The volumetric strain, Poisson's ratio, and sustained load studies show that while the short-time stress-strain characteristics of high-strength concrete are similar to those of rock, its long-term behavior is similar to normal-strength concrete and is dominated with its composite nonhomogeneous structure, creep of the paste, and time-dependent deformation.]]></description>
      <pubDate>Sun, 27 Dec 1998 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/542160</guid>
    </item>
    <item>
      <title>LONG-TERM PULLOUT BEHAVIOR OF POLYMERIC GEOGRIDS</title>
      <link>https://trid.trb.org/View/450886</link>
      <description><![CDATA[Polymeric geogrids are widely used in engineering applications of a geotechnical, transportation, and environmental nature. Reinforced soil walls, steep slopes, and landfill expansions are among the major uses of geogrids.  Current design practices are based on limit equilibrium techniques in which the geogrid is assumed to resist failure by mobilizing appropriate tensile resistance within the potential failure zone.  In addition, the geogrid must extend a sufficient distance beyond the potential failure surface to ensure anchorage resistance and thus resistance to pullout failure.  This paper concentrates on the anchorage behavior of geogrids under short- and long-term conditions.  Five different geogrids in granular soil are tested under two different normal stresses.  The geogrid length equals 0.9 m, which is often the requirement for the minimum anchorage length beyond the failure plane.  Results are presented as load displacement curves and time displacement curves.  Findings reveal that pullout strength after 1,000 hours sustained loading is equal to the short-term pullout strength provided sufficient length of the geogrid is available to mobilize its full strength and/or the structural integrity of the geogrid is maintained during pullout over its length.]]></description>
      <pubDate>Sat, 30 Sep 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/450886</guid>
    </item>
    <item>
      <title>CREEP AND SHRINKAGE PROPERTIES IN CONCRETE CONTAINING FLY ASH. INTERIM REPORT</title>
      <link>https://trid.trb.org/View/310649</link>
      <description><![CDATA[The creep and shrinkage of concrete containing fly ash subjected to different curing conditions were investigated in this research program.  One Type-A and two Type-B fly ashes were used at 0, 20, 27.5, and 35% replacement of cement by volume.  Test specimens were heat cured at 160 deg F and 100% relative humidity for 12 hours and moist cured under standard moist curing conditions.  The tests performed included creep, shrinkage, creep recovery, and strength gain due to sustained loading.  The creep tests were begun at early age for a duration of 120 days followed by 14 days of creep recovery tests.  The shrinkage tests were conducted for a duration of 135 days under a constant environment of 75 deg F and 40% relative humidity.  The strength gain tests were performed on loaded and companion unloaded specimens after the recovery period to determine the sustained load effect on the strength.  The test results reveal that creep and shrinkage of concrete are affected by the use of fly ash and curing conditions.  Heat curing was found to reduce both creep and shrinkage and also to reduce residual deformation due to sustained loading.  Sustained loading was found to increase the strength of conventional and fly ash concrete.]]></description>
      <pubDate>Mon, 30 Sep 1991 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/310649</guid>
    </item>
    <item>
      <title>EVALUATION OF MECHANICAL EXPANSION ANCHORS</title>
      <link>https://trid.trb.org/View/308494</link>
      <description><![CDATA[Results of research conducted on mechanical expansion anchors for the purpose of revising an existing acceptance specification used by the California Department of Transportation are presented in this paper.  The main objective of the research was to refine a portion of the standard specification dealing with mechanical expansion anchors, whose key requirement is to limit the amount of displacement that a mechanical expansion anchor can exhibit while being subjected to moderate sustained tensile loading. The scope of the work included (a) classifying mechanical expansion anchors from 14 manufacturers into five main categories and then further segregating them into types within each category, (b) conducting 465 ultimate tensile load tests on 1/4-, 1/2-, and 3/4-in.-diameter zinc-electroplated mechanical expansion anchors to determine the point at which slip or yield occurs and their mean ultimate strength, (c) performing a total of 394 sustained tensile load creep tests at two different concrete strengths, (d) determining physical properties and chemical composition of suitable anchors, and (e) refining the standard specification and preparing a standard test method, California Test 681.  The main alteration in the anchor specification included lowering the magnitudes of some sustained tension test loads for the required creep test and reducing the permitted displacement (0.050 to 0.035 in.) and time period (100 to 48 hrs) during which creep is monitored. The two anchor types found to be the best in each of their respective categories--shell and stud--are (a) the shell nondrilling internal plug and (b) the stud wedge.]]></description>
      <pubDate>Sat, 30 Jun 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/308494</guid>
    </item>
    <item>
      <title>LATERAL DEFLECTION OF SLENDER REINFORCED CONCRETE COLUMNS UNDER SUSTAINED LOAD</title>
      <link>https://trid.trb.org/View/302855</link>
      <description><![CDATA[This paper presents the development of a simple expression to estimate the lateral deflection of slender reinforced concrete columns under sustained load.  The proposed expression shows good correlation with test data.  The importance of lateral deflection with respect to the serviceability of slender columns designed in accordance with the ACI Building Code is also discussed.]]></description>
      <pubDate>Wed, 28 Feb 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/302855</guid>
    </item>
    <item>
      <title>CREEP CHARACTERISTICS OF GEOTEXTILE IN THE CONFINEMENT OF SOILS UNDER SUSTAINED LOADING - PHASE I. FINAL REPORT</title>
      <link>https://trid.trb.org/View/279132</link>
      <description><![CDATA[A study was undertaken to investigate the stress-strain and creep behaviors of a non-woven, needle-punched, polyester geotextile.  A total of eight stress-strain tests (all these tests were repeated to check for test repeatability) and seven creep tests were performed using test devices designed at the University of Colorado at Denver.  The tests were conducted with the geotextile in isolation as well as in the confinement of soils of variable overburden pressures (8.36 psi, 10 psi, and 16.53 psi), soil densities (107 pcf and 110 pcf), soil types (No. 30 Ottawa and Monterey No. 0/30 sands), and geotextile specimen sizes (3 inches wide by 1.5 inches long and 3 inches wide by 1 inch long samples).  It was found that the geotextile exhibited very different behavior in isolation and in the confinement of soil.  The stress-strain-creep characteristics of the geotextile was significantly different in the confinement of the two sands prepared at the same density.  This study is Phase I of a research project of which the objective was to develop a rational procedure for evaluation of the creep characteristics of geotextiles over the design life of geotextile-reinforced earth structures.]]></description>
      <pubDate>Thu, 31 Mar 1988 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/279132</guid>
    </item>
    <item>
      <title>EXPERIMENTAL STUDY OF TWO PRESTRESSED STEEL BEAM-CONCRETE SLAB BRIDGE UNITS. EXECUTIVE SUMMARY. FINAL REPORT</title>
      <link>https://trid.trb.org/View/285814</link>
      <description><![CDATA[The behavior of two 55 ft. long prestressed, composite steel beam-concrete slab bridge units was studied.  The type of unit tested is currently used in county road bridge construction, where the use of prefabricated units is especially economical.  In primary test phases, the first unit was subjected to 3 years of sustained loading, over 2,000,000 cycles of fatigue loading and statically loaded to failure.  The second unit underwent 500,000 cycles of fatigue loading and was statically loaded to its yield level.  In supplementary test phases, pushout-type specimens with channel and stud shear connectors, identical to those in the bridge units, were studied to determine the difference between the two connector types under sustained and ultimate loading conditions.  In addition, transverse slab strength tests were performed at six locations on the first unit, and on six similar, simply supported, control slabs.  The transverse slab strength tests were performed to verify that arching action occurs in the bridge slab.  The presence of arching action in the bridge slab changed the mode of slab failure from a relatively ductile flexural failure, to a sudden punching failure at a much higher concentrated load.  Test results were compared to theoretical predictions and AASHTO Specification limitations.  It was found that the behavior of the unit was reasonably predictable, and that with a minor connection detail change, the prestressed, composite steel beam design concept is suitable for county road bridge use.]]></description>
      <pubDate>Mon, 30 Nov 1987 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/285814</guid>
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