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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>
    <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>Benchmarking and Safety Assessment for Modified Lateral Spreading Design Procedure Using Three-Dimensional Nonlinear Finite Element Analysis</title>
      <link>https://trid.trb.org/View/1629424</link>
      <description><![CDATA[Liquefaction-induced lateral spreading is a critical design consideration for many bridges in high-seismicity regions of the Pacific Northwest, with broad impacts on safety for the general public. The bridge design procedures currently used in the region tend to account for the effects of lateral spreading in a simplified manner that captures the general impact of this phenomenon on the bridge components but omits many key details such as three-dimensional soil deformation. Modifications to this current design approach will not only lead to more cost-effective design solutions, but will increase public safety by reducing the potential for bridge collapse and minimizing lost service time. An improved design framework has been proposed to supplant the current method; however, relatively little focus has been given to the validation and verification of this new procedure. Before widespread acceptance of this modified approach, it is critical to verify that its application will result in improved design solutions that reduce the costs associated with the conventional approach while remaining safe for use. This work aims to verify the modified simplified design procedure against 3D finite element models and to increase our understanding of the site geometry conditions that necessitate a more comprehensive consideration of 3D effects in foundation design by using a large parameter study.]]></description>
      <pubDate>Wed, 19 Jun 2019 16:08:56 GMT</pubDate>
      <guid>https://trid.trb.org/View/1629424</guid>
    </item>
    <item>
      <title>Soil-Pile-Quay Wall System with Liquefaction-Induced Lateral Spreading: Experimental Investigation, Numerical Simulation, and Global Sensitivity Analysis</title>
      <link>https://trid.trb.org/View/1540808</link>
      <description><![CDATA[Extensive damage to offshore and port structures supported on piles behind a quay wall has been frequently reported as a result of soil liquefaction and lateral spreading in earthquakes. This study aims to explore the dynamic behavior of a soil-pile-quay wall (SPQW) system subjected to liquefaction-induced lateral spreading in terms of experimental investigation, numerical simulation, and global sensitivity analysis (GSA). A large-scale (1g) shake-table experiment on a SPQW system is presented in detail, including sensor arrangement, model configuration, and experimental results. Typical liquefaction phenomena, such as sand boils and ground settlement, were observed during the test. The shake-table experiment results were used to validate a three-dimensional (3D) nonlinear finite-element (FE) model developed for dynamic analysis of a fully coupled soil-water system. This FE model accounts for the interactions of the soil, pile, and quay wall through explicitly modeling them as an integrated system. Based on the validated FE model, a GSA was performed to further investigate how variations in system properties influence the dynamic responses of the SPQW system. The GSA with high computational efficiency was implemented using the polynomial chaos expansion (PCE) surrogate model, and the GSA results indicate the relative importance of modeling parameters, which provides insightful information about the system behavior. The presented work provides useful guidance on experimental and numerical simulations of typical SPQW system.]]></description>
      <pubDate>Thu, 11 Oct 2018 11:28:13 GMT</pubDate>
      <guid>https://trid.trb.org/View/1540808</guid>
    </item>
    <item>
      <title>Geotechnical Designs to Build on Liquefiable and Compressible Soil in Salem, Massachusetts</title>
      <link>https://trid.trb.org/View/1470089</link>
      <description><![CDATA[The Massachusetts Bay Transportation Authority (MBTA) is addressing accessibility throughout their facilities. Improvements at the Commuter Rail Station in Salem, Massachusetts include a five-level parking garage replacing the existing parking lot, a pedestrian bridge replacing the existing stairway connecting track level with downtown Salem, two accessible elevators, and a full-length accessible high-level platform. Subsurface explorations at the site encountered fill overlying loose, potentially liquefiable saturated sands, overlying soft marine clay deposits extending to till and rock at about 60 to 80 feet depth. Deep foundations bearing on rock were recommended for structural support of the garage, bridge, and platform. Ground improvement using vibratory stone columns (VSCs) was also recommended to address the liquefaction and lateral spreading potential, and to improve the seismic site classification from Class F to Site Class E. The project team evaluated value-engineering options. The final design included the installation of over 470 Controlled Modulus Columns™ below the garage and bridge footings. Over 825 VSCs up to 30 feet in depth were installed below the parking garage and platform. Post-VSC treatment testing was conducted during construction to review compliance with the specified performance criteria. The cooperative design and installation required coordination between the design and construction teams to maximize cost and schedule efficiency for the project. These methods allowed the project to move forward, ultimately saving the client millions of dollars in construction costs.]]></description>
      <pubDate>Wed, 21 Jun 2017 17:16:13 GMT</pubDate>
      <guid>https://trid.trb.org/View/1470089</guid>
    </item>
    <item>
      <title>Evaluation of Collapse and Non-Collapse of Parallel Bridges Affected by Liquefaction and Lateral Spreading</title>
      <link>https://trid.trb.org/View/1330305</link>
      <description><![CDATA[The Pacific Earthquake Engineering Research Center and the California Department of  Transportation have recently developed design guidelines for computing foundation demands during lateral spreading using equivalent static analysis (ESA) procedures. In this study, ESA procedures are applied to two parallel bridges that were damaged during the 2010 M 7.2 El  Mayor-Cucapah earthquake in Baja California, Mexico. The bridges are both located  approximately 15 km from the surface rupture of the fault on soft alluvial soil site conditions. Estimated median ground motions in the area in the absence of liquefaction triggering are peak ground accelerations = 0.27g and peak ground velocity = 38 cm/sec (RotD50 components). The  bridges are structurally similar and both are supported on deep foundations, yet they performed  differently during the earthquake. A span of the pile-supported railroad bridge collapsed, whereas the drilled-shaft-supported highway bridge suffered only moderate damage and remained in service following the earthquake. The ESA procedures applied to the structures using a consistent and repeatable framework for developing input parameters captured both the collapse of the railroad bridge and the performance of the highway bridge. Selection of the geotechnical and structural modeling parameters is discussed as well as combining inertial demands with kinematic demands from lateral spreading.]]></description>
      <pubDate>Wed, 26 Nov 2014 16:01:35 GMT</pubDate>
      <guid>https://trid.trb.org/View/1330305</guid>
    </item>
    <item>
      <title>Design of Extended Pile Shafts for Liquefaction Effects</title>
      <link>https://trid.trb.org/View/1272274</link>
      <description><![CDATA[Inelastic behavior of large diameter extended pile shafts subjected to earthquake shaking and liquefaction-induced lateral spreading is investigated. A series of Nonlinear Dynamic Finite Element Analyses (NDA) are performed covering a range of soil, pile, and ground motion conditions. Results showed that combined effects of lateral spreading and inertia produce larger demands that cannot always be enveloped by designing the pile for each load case separately. The NDA results were used to develop an Equivalent Static Analysis (ESA) method.]]></description>
      <pubDate>Mon, 14 Jul 2014 16:50:06 GMT</pubDate>
      <guid>https://trid.trb.org/View/1272274</guid>
    </item>
    <item>
      <title>Effects of Axial Load and Slope Arrangement on Pile Group Response in Laterally Spreading Soils</title>
      <link>https://trid.trb.org/View/1215965</link>
      <description><![CDATA[This paper presents the results of a series of dynamic centrifuge tests that were conducted for 2 Χ 2 pile groups in a three-layer laterally spreading soil profile consisting of a nonliquefiable cohesive crust overlying loose, liquefiable sand, overlying dense sand. Two main variables are considered, both of which received little attention in previous work on piles in laterally spreading soils, namely (1) the axial load carried by the foundation, and (2) whether the slope boundary conditions are infinite or finite. The data show that the presence of axial load reduces the lateral stiffness of the foundation, resulting from Ρ-Δ effects, and reduces their capacity to resist lateral kinematic loads from spreading soil. This degradation in lateral response (bending) may be accompanied by substantial settlement of the foundation as a competing failure mode that must also be considered in design. Furthermore, the mechanical response of the liquefied soil appears to vary greatly with the slope boundary condition. This is particularly true at the interface between the liquefied sand and the cohesive crust, where the downslope displacement of the crust for infinite slopes is much greater than the underlying sand, with the reverse being true for finite slopes. The data also suggest an alternative mechanism to the water film concept that has been used previously to account for the large downslope movements of low permeability crustal layers. This fundamental difference in mechanical response provides insight that may lead to the improvement of simplified empirical methods for estimating surficial displacements caused by lateral spreading.]]></description>
      <pubDate>Mon, 22 Oct 2012 09:01:40 GMT</pubDate>
      <guid>https://trid.trb.org/View/1215965</guid>
    </item>
    <item>
      <title>Effects of Structural Characterizations on Fragility Functions of Bridges Subjected to Seismic Shaking and Lateral Spreading</title>
      <link>https://trid.trb.org/View/1119329</link>
      <description><![CDATA[Bridges are one of the most vulnerable components of highway transportation systems. Following major earthquakes, bridges often suffered various levels of damages due to strong shaking or liquefaction induced lateral spreading. This paper evaluates seismic vulnerability of different classes of typical bridges in California when subjected to seismic shaking or liquefaction induced lateral spreading. The detailed structural configurations in terms of column detailing, superstructure type, material, connection, continuity at support and foundation type etc., render different damage resistant capability. Four classes of bridges are established based on their anticipated failure mechanisms under earthquake shakings. The numerical models that are capable of simulating the complex soil-structure interaction effects, nonlinear behavior of columns and connections are developed for each bridge class. The dynamic responses are obtained using nonlinear time history analyses for a suite of 250 earthquake motions with increasing intensity. A static pushover procedure is also implemented to evaluate the vulnerability of the bridges when subjected to liquefaction induced lateral spreading. Fragility functions for each class of bridges are derived and compared for both seismic shaking (based on time history analyses) and lateral spreading (based on static pushover procedure) for different performance states. The study finds that the fragility functions of bridges subjected to ground shakings show significant correlation with the structural characterization while the fragility functions of bridges under liquefaction induced lateral spreading show similar response independent of the structural characterization for the load cases analyzed and the assumed soil profile, probably because the soil properties are the dominant factor. Structural properties that will mostly affect the bridges’ damage resistant capacity are also identified through a parametric study.]]></description>
      <pubDate>Tue, 25 Oct 2011 11:46:17 GMT</pubDate>
      <guid>https://trid.trb.org/View/1119329</guid>
    </item>
    <item>
      <title>Simplified Lateral Analysis of Deep Foundation Supported Bridge Bents: Driven Pile Case Studies</title>
      <link>https://trid.trb.org/View/1112526</link>
      <description><![CDATA[A simplified approach for modeling soil and foundation system supported bridge bents is applied to three bridges that represent three pile types and three superstructures. This point-of-fixity approach is applied by modeling the bridge bent substructure as an elastic frame. The models are compared with more refined analyses in FB-MultiPier, with SAP (computer program) as an independent verification tool, using pile sections with nonlinear soil, pile, and pile cap material properties. The results for simple pile bents show that an equivalent frame model provides similar moment, shear, and displacement values as those obtained from both the SAP and MultiPier nonlinear analyses. Analysis results also indicated that the equivalent frame model parameters are particularly sensitive to the comparable selection of both axial and lateral loads. If lateral loads used to develop the equivalent model are higher than experienced, the axial and lateral deflections and moments will also be higher. For design purposes, this is conservative.]]></description>
      <pubDate>Wed, 24 Aug 2011 11:28:10 GMT</pubDate>
      <guid>https://trid.trb.org/View/1112526</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>Mechanics of Lateral Spreading Observed in a Full-Scale Shake Test</title>
      <link>https://trid.trb.org/View/1094872</link>
      <description><![CDATA[This paper examines in detail the mechanics of lateral spreading observed in a full-scale test of a sloping saturated fine sand deposit, representative of liquefiable, young alluvial and hydraulic fill sands in the field. The test was conducted using a 6-m tall inclined laminar box shaken at the base. At the end of shaking, nearly the whole deposit was liquefied, and the ground surface displacement had reached 32 cm. The presented analysis of lateral spreading mechanics utilizes a unique set of lateral displacement results, DH, from three independent techniques. One of these techniques—motion tracking analysis of the experiment video recording—is especially useful as it produced DH time histories for all laminar box rings and a complete picture of the lateral spreading initiation with an unprecedented degree of resolution in time and space. A systematic study of the data identifies the progressive stages of initiation and accumulation of lateral spreading, lateral spread contribution of various depth ranges and sliding zones, their relation to the simultaneous pore pressure buildup, and the soil shear strength response during sliding.The authors observe that liquefaction of saturated cohesionless soils due to earthquake leads lateral spreading can be especially damaging to bridge foundations, as the liquefiable layer in rivers extends to the ground surface.]]></description>
      <pubDate>Mon, 21 Mar 2011 14:14:26 GMT</pubDate>
      <guid>https://trid.trb.org/View/1094872</guid>
    </item>
    <item>
      <title>Lateral Spreading of Soft Soils</title>
      <link>https://trid.trb.org/View/1090645</link>
      <description><![CDATA[This bibliography is the result of a literature search regarding lateral spreading of soft soils.  It contains citations related to the lateral spreading of soft soils compacted in highway applications.  The citations refer to literature published between 1994 and 2010.]]></description>
      <pubDate>Wed, 16 Feb 2011 13:42:20 GMT</pubDate>
      <guid>https://trid.trb.org/View/1090645</guid>
    </item>
    <item>
      <title>Lateral Spreading Forces on Bridge Piers and Pile Caps in Laterally Spreading Soil: Effect of Angle of Incidence</title>
      <link>https://trid.trb.org/View/1085852</link>
      <description><![CDATA[In this paper, the kinematic forces which may be applied to bridge piers or pile caps from laterally spreading surficial cohesive soil layers (nonliquefied crusts) through which they pass are considered. Such forces often represent the largest load component acting on a structure and/or foundation during liquefaction-induced lateral spreading. Both circular and square structural inclusions are considered, and particular attention is paid to the orientation of the inclusion to the direction of spreading, here defined as the angle of incidence (theta). Experimental modeling was conducted using a modified direct shearbox to simulate the spreading of kaolin past structural inclusions at various theta. Load-displacement data and particle image velocimetry analysis revealed that the ultimate load for both square and circular cases may be determined using a wedge-based upper-bound plasticity analysis. For circular sections, this ultimate load is independent of theta due to radial symmetry. The ultimate load on square sections was found to depend more significantly on theta and a simple analytical method is presented to account for this. The method suggests that the ultimate loads acting on square bridge piers or pile caps will be a maximum when the spreading soil impinges on the corners of the inclusion, at which time the ultimate load will be 19–26% larger (depending on the soil-structure interface roughness) than for spreading impinging on the edge of the inclusion. Experimental tests suggested a value of 22%. Finally, the tests support previous results suggesting that when the underlying soil is unable to carry redistributed shear stress (i.e., when it is liquefied) load-displacement curves in the crustal layers are less stiff than for typical retaining structures under static conditions. The displacement at soil yield was found to be between 20–30% of the height of the inclusion in the layer, and also depends on theta in the case of square inclusions.]]></description>
      <pubDate>Thu, 20 Jan 2011 11:22:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/1085852</guid>
    </item>
    <item>
      <title>Model Development and Validation for Intelligent Data Collection for Lateral Spread Displacements</title>
      <link>https://trid.trb.org/View/1072975</link>
      <description><![CDATA[The geotechnical earthquake engineering community often adopts empirically derived models. Unfortunately, the community has not embraced the value of model validation, leaving practitioners with little information on the uncertainties present in a given model and the model's predictive capability. In this study, the authors present a machine learning technique known as support vector regression (SVR) together with rigorous validation for modeling lateral spread displacements and outline how this information can be used for identifying gaps in the data set. The authors demonstrate the approach using the free face lateral displacement data. The results illustrate that the SVR has relatively better predictive capability than the commonly used empirical relationship derived using multilinear regression. Moreover, the analysis of the SVR model and its support vectors helps in identifying gaps in the data and defining the scope for future data collection.]]></description>
      <pubDate>Tue, 30 Nov 2010 07:49:01 GMT</pubDate>
      <guid>https://trid.trb.org/View/1072975</guid>
    </item>
    <item>
      <title>Micromechanical Aspects of Liquefaction-Induced Lateral Spreading</title>
      <link>https://trid.trb.org/View/981832</link>
      <description><![CDATA[This paper reports the results of model-based simulations of 1-g shake table tests of level and sloping saturated granular soils subject to seismic excitations. The simulations utilize a transient fully coupled continuum-fluid discrete-particle model of water-saturated soils. The fluid (water) phase is idealized at a mesoscale using an averaged form of Navier-Stokes equations. The solid particles are modeled at the microscale as an assemblage of discrete spheres using the discrete element method (DEM). The interphase momentum transfer is accounted for using an established relationship. The employed model reproduced a number of response patterns observed in the 1-g experiments. In addition, the simulation results provided valuable information on the mechanics of liquefaction initiation and subsequent occurrence of lateral spreading in sloping ground. Specifically, the simulations captured sliding block failure instances at different depth locations. The DEM simulation also quantified the impact of void redistribution during shaking on the developed water pressure and lateral spreading. Near the surface, the particles dilated and produced an increase in volume, while the particles at deeper depth locations experienced a decrease in volume during shaking.]]></description>
      <pubDate>Wed, 17 Nov 2010 07:23:33 GMT</pubDate>
      <guid>https://trid.trb.org/View/981832</guid>
    </item>
    <item>
      <title>Pile Responses under Seismic Earth Pressures of Lateral Spread Using Wave Equation Analysis</title>
      <link>https://trid.trb.org/View/934937</link>
      <description><![CDATA[This study presents a simplified method to conduct the behavior of pile foundations due to lateral spreading. Wave equation analysis applied to model the pile behavior under seismic motions. According to the concept of force-based method, the authors suggest to adopt the dynamic earth pressure in the wave equation analysis. Numerical procedures were validated with the well-documented cases of damaged piles in 1995 Kobe earthquake. In the meantime, comparing the numerical results with the case histories, one can again evaluate the damaged features of piles and distinguish the actual failure pattern of piles. The predictions and the observations were found in good correspondences.]]></description>
      <pubDate>Thu, 30 Sep 2010 10:25:50 GMT</pubDate>
      <guid>https://trid.trb.org/View/934937</guid>
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