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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>Effect of Short Period Ground Motion on Seismic Design of Bridges and Viaducts</title>
      <link>https://trid.trb.org/View/1264856</link>
      <description><![CDATA[Earthquake ground motions with high frequency components are being increasingly observed. In the high frequency range, effective input motion is reduced due to kinematic interaction of the soil-pile system. In this paper, the authors conducted dynamic soil-pile interaction analyses by varying the conditions of the ground and piles. They also investigated the influence of input loss from the pile foundation. Their findings showed input loss to be negligible in the case of ground motion with amplitude in the 1-2 Hz range, such as with the Hyogoken Nanbu earthquake. Input loss was found to be large in cases of high frequency seismic motion such as that of the Tohoku earthquake. The authors propose a simplified expression of input loss based on the Winkler-type spring model for use in seismic design.]]></description>
      <pubDate>Mon, 28 Oct 2013 10:07:07 GMT</pubDate>
      <guid>https://trid.trb.org/View/1264856</guid>
    </item>
    <item>
      <title>Shaking Table Test and Effective Stress Analysis of Bridge Pile Foundation with Seismic Isolation Rubber in Liquefied Ground</title>
      <link>https://trid.trb.org/View/1243406</link>
      <description><![CDATA[In seismic design, the pile bearing capacity to the inertial force of a superstructure is checked in general, but the soil-pile-structure interaction is not extensively investigated. However, during an earthquake, the pile foundation can become heavily damaged at the boundary division of ground classification: liquefied ground and non-liquefied ground, and piles can potentially collapse. In this study, we conducted a shaking table test and an effective stress analysis of the influence of liquefied ground and seismic inertial force on pile foundation. The intermediate part of the pile, which is the boundary division, was subjected to section force. We show that this force becomes greater than that of the pile head in certain instances. Further, the action of the seismic inertial force that leads to an increased risk of pile collapse during liquefaction is clarified. Finally, we develop seismic resistance in the pile foundation by using seismic isolation rubber at the intermediate part of the pile.]]></description>
      <pubDate>Tue, 19 Feb 2013 15:03:26 GMT</pubDate>
      <guid>https://trid.trb.org/View/1243406</guid>
    </item>
    <item>
      <title>Simplified Calculation Approach for Settlement of Single Pile and Pile Groups</title>
      <link>https://trid.trb.org/View/1225929</link>
      <description><![CDATA[This paper proposes a simple analytical approach for nonlinear analyses of the load-displacement response of single piles and pile groups. Two models were adopted in the proposed approach. One model is based on a hyperbolic nonlinear relationship to simulate the behavior between unit skin friction and pile displacement developed along the pile-soil interface. The other model uses a bilinear hardening model to simulate the load-settlement response developed at the pile base. Based on the two proposed models, a highly effective iterative computer program was developed for nonlinear analysis of the load-settlement behavior of a single pile. Concerning analysis of the response of pile groups, the interaction between two piles was assumed to be composed of two aspects: interaction between pile shafts and interaction between pile bases. Based on this assumption, a reduction coefficient was introduced into the discussion of pile-pile interaction, to account for the reinforcing effect between piles. Comparisons of the load-settlement response for three well-instrumented tests were given to demonstrate the effectiveness and accuracy of the proposed simple method.]]></description>
      <pubDate>Thu, 17 Jan 2013 13:51:21 GMT</pubDate>
      <guid>https://trid.trb.org/View/1225929</guid>
    </item>
    <item>
      <title>Lateral Movements of Long-Driven Piles during Pile Driving</title>
      <link>https://trid.trb.org/View/1226060</link>
      <description><![CDATA[Large lateral movements of a pile during impact driving can cause yielding of the surrounding soil. When this happens, the effective stresses between the soil and the pile wall diminish, and the pile shaft resistance decreases. A piling project was carried out in a marble area in Hong Kong, where highly variable rockhead contours and deep depressions filled with weak soil deposits were found. Many steel H-piles were driven to depths of more than 100 m, and the verticality of such long piles was a concern. A pile test program consisting of four driven steel H-piles, with pile lengths up to 164.5 m, was conducted. Verticality monitoring and dynamic pile tests at several penetration depths were performed. This paper aims at interpreting the verticality of the four long piles, studying the relevance of pile verticality to the encountered geological features, and studying the effect of pile verticality on the pile capacity. The maximum lateral pile movement during driving was up to 8.7 m, at a depth of 100 m, and the maximum local pile inclination reached 0.139. The lateral movements of the piles during driving well matched the rockhead inclination and soil conditions. Both one-way sway and two-way cyclic sway of the test piles were observed. Cyclic sway was shown to cause more severe reduction of the pile shaft resistance than one-way sway.]]></description>
      <pubDate>Thu, 17 Jan 2013 13:51:21 GMT</pubDate>
      <guid>https://trid.trb.org/View/1226060</guid>
    </item>
    <item>
      <title>Design Methodology for Axially Loaded Auger Cast-in-Place and Drilled Displacement Piles</title>
      <link>https://trid.trb.org/View/1226063</link>
      <description><![CDATA[With the increasing use of augered cast-in-place and drilled displacement piles in new construction, it is important that proper design parameters be incorporated when evaluating pile performance using reliability-based design methods. Although augered piles can be distinguished from bored piles, including drilled shafts, and driven piles by the magnitude of the effective stress changes they produce in the vicinity of the pile during construction, the current design methods for augered piles generally use the same design methods as those used for bored or driven piles. To enhance the efficiency of the augered piles, a unique design method must be developed. This paper focuses on developing a design methodology for axially loaded augered piles installed in predominately sandy soils using the t-z method. To develop the design parameters for augered piles, back-calculation of the t-z parameters was conducted using static load–test data. The data from 17 static pile load tests conducted on augered piles from construction sites were obtained. Load-settlement and load-transfer curve fittings were performed, using the t-z model to back-calculate a set of soil-pile interfacial and tip parameters, along with their variability. Correlations of the back-calculated t-z model parameters with the standard field investigation data were conducted, and the most-promising correlations were incorporated into the t-z model–based design methodology. Subsequently, the t-z method for augered pile design was evaluated by comparing the predicted and measured load-settlement and load-transfer curves. In addition, the t-z method was used to perform probabilistic load-settlement analyses and obtain resistance factors applicable to the load and resistance factor design approach.]]></description>
      <pubDate>Thu, 17 Jan 2013 13:51:21 GMT</pubDate>
      <guid>https://trid.trb.org/View/1226063</guid>
    </item>
    <item>
      <title>Cyclic and Rapid Axial Load Tests on Displacement Piles in Soft Clay</title>
      <link>https://trid.trb.org/View/1215972</link>
      <description><![CDATA[Offshore piles are subjected to complex loading regimes that include both rapidly applied static and cyclic loads. This paper describes an experimental investigation conducted to assess the factors influencing the response of offshore piles to these loading conditions. The tests were performed using instrumented model piles installed in soft clay. During cyclic loading, the piles demonstrated a transition from stable to unstable behavior when the applied loads reached a specific load threshold. Stable behavior was defined when increments of plastic displacement decreased as the number of load cycles increased. During stable behavior, radial effective stresses at the pile-soil interface remained constant. During unstable behavior, pore pressures at the pile-soil interface rose as the number of cycles increased. This resulted in reduced radial effective stresses and progressively increasing displacement rates. Because of the presence of these excess pore pressures, the shaft resistance recorded during static load tests, performed after unstable cyclic loading, were lower than those measured on piles where the pore pressure was fully equalized. However, the axial resistance was seen to be rate dependent. Fast loading of the pile resulted in reductions of pore water pressure at the soil-pile interface and enhanced shaft resistance, which might overcome the negative effect caused by cyclic loading.]]></description>
      <pubDate>Mon, 29 Oct 2012 09:21:01 GMT</pubDate>
      <guid>https://trid.trb.org/View/1215972</guid>
    </item>
    <item>
      <title>Shear Wave Velocity Profiling in High Seismicity Areas of Cold and Warm Permafrost</title>
      <link>https://trid.trb.org/View/1217180</link>
      <description><![CDATA[This work was performed in support of the Alaska University Transportation Center project “Utilization of Screw Piles in  High Seismicity Areas of Cold and Warm Permafrost” under the direction of Dr. Kenan  Hazirbaba.  Surface wave testing was performed at 30 sites in the City of Fairbanks, Alaska from  August 9-13, 2009 by personnel from the University of Arkansas. The goal of the testing was to  develop shear wave velocity profiles at selected research sites and at various areas of cold and warm permafrost. The shear wave velocity profiles provide a key parameter in determining the dynamic response of piles and soil-pile interaction under dynamic loading. The Spectral Analysis of Surface Waves (SASW) method  (Stokoe et al., 1994) was used to determine shear wave  velocity profile at each site to a depth of between 30 and 60 meters.]]></description>
      <pubDate>Fri, 19 Oct 2012 15:52:41 GMT</pubDate>
      <guid>https://trid.trb.org/View/1217180</guid>
    </item>
    <item>
      <title>Design of Piles for Integral Abutment Bridges</title>
      <link>https://trid.trb.org/View/1118642</link>
      <description><![CDATA[More and more, integral abutment bridges are being used in place of the more traditional bridge designs with expansion releases. In this study, states which use integral abutment bridges were surveyed to determine their current practice in the design of these structures. To study piles in integral abutment bridges, a finite element program for the soil-pile system was developed (1) with materially and geometrically nonlinear, two and three-dimensional beam elements and (2) with a nonlinear, Winkler soil model with vertical, horizontal, and pile tip springs. The model was verified by comparison to several analytical and experimental examples. A simplified design model for analyzing piles in integral abutment bridges is also presented. This model grew from previous analytical models and observations of pile behavior. The design model correctly describes the essential behavioral characteristics of the pile and conservatively predicts the vertical load-carrying capacity. Analytical examples are to illustrate the effects of lateral displacements on the ultimate load capacity of a pile. These examples include friction and end-bearing piles; steel, concrete, and timber piles; and bending about the weak, strong, and 45° axes for H piles. The effects of cyclic loading are shown for skewed and nonskewed bridges. The results show that the capacity of friction piles is not significantly affected by lateral displacements, but the capacity of end-bearing piles is reduced. Further results show that the longitudinal expansion of the bridge can introduce a vertical preload on the pile.]]></description>
      <pubDate>Wed, 19 Oct 2011 12:52:08 GMT</pubDate>
      <guid>https://trid.trb.org/View/1118642</guid>
    </item>
    <item>
      <title>Wedge Failure Analysis of Soil Resistance on Laterally Loaded Piles in Clay</title>
      <link>https://trid.trb.org/View/1112555</link>
      <description><![CDATA[A fundamental study of pile-soil systems subjected to lateral loads in clay soil was conducted by using experimental tests and a lateral load-transfer approach. The emphasis was on an improved wedge failure model developed by considering three-dimensional combination forces and a new hyperbolic p-y criterion. A framework for determining the p-y curve on the basis of both theoretical analysis and experimental load test results is proposed. The proposed p-y method is shown to be capable of predicting the behavior of a large-diameter pile under lateral loading. The proposed p-y curves with an improved wedge model are more appropriate and realistic for representing a pile-soil interaction for laterally loaded piles in clay than the existing p-y method. The authors note that foundations for long span bridges fall within the scope of this pile-soil systems study, due to the need for these structures to resist large lateral loading caused by high winds.]]></description>
      <pubDate>Wed, 31 Aug 2011 07:45:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/1112555</guid>
    </item>
    <item>
      <title>Applicability of Conventional p-y Relations to the Analysis of Piles in Laterally Spreading Soil</title>
      <link>https://trid.trb.org/View/1111161</link>
      <description><![CDATA[This paper presents a kinematic analysis of a single pile embedded in a laterally spreading layered soil profile and discusses the relevancy of conventional analysis models to this load case. The research encompasses the creation of three-dimensional (3D) finite-element (FE) models using the OpenSees FE analysis platform. These models consider a single pile embedded in a layered soil continuum. Three reinforced concrete pile designs are considered. The piles are modeled using beam-column elements and fiber-section models. The soil continuum is modeled using brick elements and a Drucker-Prager constitutive model. The soil-pile interface is modeled using beam-solid contact elements. The FE models are used to evaluate the response of the soil-pile system to lateral spreading and two alternative lateral load cases. Through the computation of force density-displacement (p-y) curves representative of the soil response, the FE analysis (FEA) results are used to evaluate the adequacy of conventional p-y curve relationships in modeling lateral spreading. It is determined that traditional p-y curves are unsuitable for use in analyses where large pile deformations occur at depth. The authors note the extensive use of piles to support bridges and wharfs. When these piles are within seismically active regions, soils there can show characteristics where “a relatively loose saturated sand layer is located between two layers of more dense or unsaturated sand.“ This can potentially lead to lateral spreading during or just after a seismic event.]]></description>
      <pubDate>Mon, 08 Aug 2011 14:45:03 GMT</pubDate>
      <guid>https://trid.trb.org/View/1111161</guid>
    </item>
    <item>
      <title>Influence of Soil-Pile-Structure Interaction on Seismic Response of Long Span Suspension Bridge</title>
      <link>https://trid.trb.org/View/1090514</link>
      <description><![CDATA[For obtaining the accurate dynamics behavior of a suspension bridge, the Lancangjiang River Bridge is taken as an example, which is a suspension bridge with steel concrete composite stiffening girders. The spatial dynamic finite element method (FEM) is established and a soil-pile-structure interaction is simulated using the lumped-mass model of single-pile by modifying the Penzien J model. Then a 3-dimensional nonlinear time history analysis for the bridge is investigated by the nonlinear dynamic analysis method of inconsistent excitations established based on Large Mass Method and Pseudo-Static Displacement Conception. Analytical results show that the effects of soil-pile-structure interaction on dynamic characteristics of a long-span suspension bridge mainly result in a decrease of structure stiffness and the change of mode order, and that the effects of soil-pile-structure interaction on seismic response of long-span suspension bridges are closely related to the simulation of seismic ground motion and traveling wave effect. It’s greatly necessary to utilize a soil-pile-structure interaction model to perform seismic analysis and design even if the stiffness of the pile foundation is ensured.]]></description>
      <pubDate>Wed, 16 Feb 2011 13:41:43 GMT</pubDate>
      <guid>https://trid.trb.org/View/1090514</guid>
    </item>
    <item>
      <title>Undrained Lateral Pile Response in Sloping Ground</title>
      <link>https://trid.trb.org/View/1082317</link>
      <description><![CDATA[Three-dimensional finite element analyses were performed to study the behavior of piles in sloping ground under undrained lateral loading conditions. Piles of different diameter and length in sloping cohesive soils of different undrained shear strength and several ground slopes were considered. Based on the results of the finite element analyses, analytical formulations are derived for the ultimate load per unit length and the initial stiffness of hyperbolic p-y curves. New p-y criteria for static loading of piles in clay are proposed, which take into account the inclination of the slope and the adhesion of the pile-slope interface. These curves are used through a commercial subgrade reaction computer code to parametrically analyze the effect of slope inclination and pile adhesion on lateral displacements and bending moments. To validate the proposed p-y curves, a number of well documented lateral load tests are analyzed. Remarkable agreement is obtained between predicted and measured responses for a wide range of soil undrained shear strength and pile diameter, length, and stiffness.]]></description>
      <pubDate>Mon, 20 Dec 2010 08:41:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/1082317</guid>
    </item>
    <item>
      <title>Economic Design of Composite Bridges with integral Abutments</title>
      <link>https://trid.trb.org/View/980757</link>
      <description><![CDATA[In this paper, a method for the pre-design of integral abutment bridges is presented. It is based on the use of common design tools developed for conventional bridges with bearings and joints. The soil-pile-abutment system is hereby replaced by a single rotational spring. Therefore the determination of the spring properties is described in detail. Furthermore the calculation procedure for the moment induced by uniform temperature and for the normal force in the superstructure induced by the restraint moment is presented. As these calculations are not integrated in conventional design tools, simple hand calculation formulas have been developed. Their application is shown via a design example in this paper.]]></description>
      <pubDate>Tue, 26 Oct 2010 09:54:14 GMT</pubDate>
      <guid>https://trid.trb.org/View/980757</guid>
    </item>
    <item>
      <title>The Effect of Soil-Pile Separation on the Transfer and Impedance Functions</title>
      <link>https://trid.trb.org/View/967906</link>
      <description><![CDATA[This study presents the results of modeling the soil-pile interaction phenomenon under acceleration-time history seismic loading. The studies are carried out for three sets of single piles with different diameters which consider the effect of gapping between soil and pile in more details. The Drucker-Prager soil constitutive law is used to model soil behavior while the behavior of the concrete piles is assumed to be elastic. Analyses were conducted by the commercial program ABAQUS 6.8 and the results were converted to the corresponding frequency magnitudes that are of more interest for the frequency dependent transfer and impedance functions regarding the kinematic and inertial interactions, respectively. The results showed that the effect of gapping on the kinematic interaction is to increase the displacement of the pile head compared to free-field. In addition, gapping causes reduction in the stiffness and damping of the system in general.]]></description>
      <pubDate>Wed, 13 Oct 2010 14:53:04 GMT</pubDate>
      <guid>https://trid.trb.org/View/967906</guid>
    </item>
    <item>
      <title>Seismic Behavior of Batter Piles: Elastic Response</title>
      <link>https://trid.trb.org/View/934273</link>
      <description><![CDATA[Several aspects of the seismic response of groups containing nonvertical piles are studied, including the lateral pile-head stiffnesses, the “kinematic” pile deformation, and the “inertial” soil-pile-structure response. A key goal is to explore the conditions under which the presence of batter piles is beneficial, indifferent, or detrimental. Parametric analyses are carried out using three-dimensional finite-element modeling, assuming elastic behavior of soil, piles, and superstructure. The model is first used to obtain the lateral stiffnesses of single batter piles and to show that its results converge to the available solutions from the literature. Then, real accelerograms covering a broad range of frequency characteristics are employed as base excitation of simple fixed-head two-pile group configurations, embedded in homogeneous, inhomogeneous, and layered soil profiles, while supporting very tall or very short structures. Five pile inclinations are considered while the corresponding vertical-pile group results serve as reference. It is found that in purely kinematic seismic loading, batter piles tend to confirm their negative reputation, as had also been found recently for a group subjected to static horizontal ground deformation. However, the total (kinematic plus inertial) response of structural systems founded on groups of batter piles offers many reasons for optimism. Batter piles may indeed be beneficial (or detrimental) depending on, among other parameters, the relative size of the overturning moment versus the shear force transmitted onto them from the superstructure.]]></description>
      <pubDate>Mon, 20 Sep 2010 09:13:07 GMT</pubDate>
      <guid>https://trid.trb.org/View/934273</guid>
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