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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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    <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>Damage Identification Using Particle Filters</title>
      <link>https://trid.trb.org/View/1466634</link>
      <description><![CDATA[Structural health monitoring of civil engineering structures is a fundamental issue for structural safety and integrity, due to the fact that they will deteriorate after they are built and put into service. Within such monitoring, damage identification will be the most important problem. In this paper, a structural damage identification method based on particle filters, will therefore be introduced. The algorithm of the particle filter will be studied. The application of the proposed method to a lumped-mass shear frame structure will be made. The parameters of the stiffness and damping of each floor will be identified using the particle filters and analyzed. Parameters of the particle filter will be studied and their effect to the identification results will also be analyzed. Simulation of a single degree and multi-degree structure will be conduct to verify the effectiveness of the particle filter identification method. For each case, damage is deliberately introduced into the numerical model. Response signals will be collected and analyzed. Final identification results show that the proposed method can do the work very well and could be a promising approach for real applications.]]></description>
      <pubDate>Sun, 04 Jun 2017 18:02:24 GMT</pubDate>
      <guid>https://trid.trb.org/View/1466634</guid>
    </item>
    <item>
      <title>Damage Detection in Roads and Bridges Based on Modal Strain Energy Method</title>
      <link>https://trid.trb.org/View/1276533</link>
      <description><![CDATA[The study is based on the modal strain energy method. Using the basic theory of the modal strain energy method, an index which is suitable for damage identification in girder road and bridge structures can be achieved. In this paper a continuous beam bridge is taken as an example. It is assumed that the structure has damage in different locations and to varying degrees, and the formal five modes of the structure can be obtained through ANSYS software, which is used to perform finite element analysis. The corresponding program composition with MATLAB is used to calculate the damage index. Thus, the structural damage of the continuous beam bridge can be detected. The results show that the damage index based on the modal strain energy method can accurately locate structural damage and quantify the damage level.]]></description>
      <pubDate>Sat, 08 Mar 2014 17:00:16 GMT</pubDate>
      <guid>https://trid.trb.org/View/1276533</guid>
    </item>
    <item>
      <title>Statistical Damage Detection Method for Frame Structures using a Confidence Interval</title>
      <link>https://trid.trb.org/View/915748</link>
      <description><![CDATA[In this paper, a novel damage detection method is applied to a 3-story frame structure, to obtain statistical quantification control criterion of the existence, location and identification of damage. The mean, standard deviation, and exponentially weighted moving average (EWMA) are applied to detect damage information according to statistical process control (SPC) theory. It is concluded that the detection is insignificant with the mean and EWMA because the structural response is not independent and is not a normal distribution. On the other hand, the damage information is detected well with the standard deviation because the influence of the data distribution is not pronounced with this parameter. A suitable moderate confidence level is explored for more significant damage location and quantification detection, and the impact of noise is investigated to illustrate the robustness of the method.]]></description>
      <pubDate>Wed, 14 Apr 2010 07:14:23 GMT</pubDate>
      <guid>https://trid.trb.org/View/915748</guid>
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    <item>
      <title>Seismic Response of the Hwy 46/Cholame Creek Bridge During the 2004 Parkfield Earthquake</title>
      <link>https://trid.trb.org/View/839799</link>
      <description><![CDATA[On September 28, 2004, a moment magnitude Mw 6.0 earthquake occurred along the San Andreas Fault near Parkfield, California. Peak accelerations of 1.0g and absolute displacements of over 4 inches were measured in the horizontal direction on a pile supported, reinforced concrete slab bridge located around 4 miles southeast of the rupture zone. The duration of the strong motion was approximately 10 seconds at the site. The California Geologic Survey (CGS) serendipitously installed six strong motion accelerometers on the 130-ft long, 44-ft wide, five span bridge prior to the earthquake. The CGS also installed a free-field accelerometer station (Cholame 2W) approximately 200 ft east of the bridge. Subsurface conditions generally consist of medium dense alluvial soils. Evidence of liquefaction was not noted at the ground surface after the earthquake. The earthquake motions resulted in longitudinal soil displacements in front of the abutments and around the rows of bent piles due to the structure swaying back and forth. Structural damage consisted of diagonal cracking of the northern wing wall at the east abutment, minor cracking around the perimeter of the bent piles at the connection to the bridge deck, and transverse cracking through the asphalt concrete at each bridge approach. The California Department of Transportation (Caltrans) inspected the bridge the day of the earthquake and concluded that the damage was not serious and repairs were not necessary. The seismic response of the bridge was studied under a grant from the CGS, Strong Motion Instrumentation Program (CSMIP). The goal of the evaluation was to compare the measured bridge deck displacements with those expected per current Caltrans seismic design criteria. The free-field acceleration time histories from the Cholame 2W Station were rotated into the longitudinal and transverse directions of the bridge to develop site-specific acceleration response spectra. Both elastic dynamic analyses (spectra analyses) and time history analyses were performed using a variety of design assumptions for the bridge foundation. Based on our displacement analyses, we found that using the current Caltrans seismic design approach resulted in a close match with the measured bridge displacements during the 2004 seismic event.]]></description>
      <pubDate>Thu, 15 Nov 2007 10:33:02 GMT</pubDate>
      <guid>https://trid.trb.org/View/839799</guid>
    </item>
    <item>
      <title>Seismic Response and Performance of Buckling-Restrained Braced Frames</title>
      <link>https://trid.trb.org/View/815447</link>
      <description><![CDATA[As the use of buckling-restrained braced frames (BRBFs) has increased in the United States, the need has grown for knowledge about member and system behavior under seismic loads and for implementing this knowledge into design provisions. In particular, methods for designing BRBFs and predicting seismic response require validation. To address this need, along with the need for experiments demonstrating system-level BRBF performance, a research program composed of numerical and large-scale experimental simulations was initiated at the ATLSS Center, Lehigh University. This paper describes the nonlinear dynamic analyses that were conducted as part of this research program. Numerical simulations of BRBF response were conducted using ground motion records scaled to two seismic hazard levels. The performance of the prototype BRBF was acceptable and performance objectives were met in terms of structural damage. It is shown that the currently accepted deflection amplification factor underestimates mean inelastic lateral displacements under design-level earthquakes and the system overstrength factor may be unconservative. The current method for predicting BRB maximum ductility demands is also shown to be unconservative and a more rigorous method for predicting BRB maximum ductility demands is provided.]]></description>
      <pubDate>Fri, 21 Sep 2007 13:54:20 GMT</pubDate>
      <guid>https://trid.trb.org/View/815447</guid>
    </item>
    <item>
      <title>Damage Detection in Bending Beams through Brillouin Distributed Optic-fibre Sensor</title>
      <link>https://trid.trb.org/View/793238</link>
      <description><![CDATA[The use of distributed optical fiber sensors for strain measurements in beams, by means of Brillouin scattering effect, has recently been proposed. Several researchers have stressed the theoretical and practical difficulties related to this kind of measurement, including the mechanical characterization of optical fibers,  decay of strains in the protective coatings, the spatial resolution of the Brillouin scattering, the brittleness of the glass core, the elastic–plastic response of the coatings, the end effects, and the different effects of strain readings in dilatation or in contraction. A solution to each of the above-cited problems would entail further research efforts. However, all related work has indicated the qualitative strain response of bending beams is clearly accounted for by distributed optical fiber sensors. In spite of the aforementioned uncertainties, the distributed nature of the sensor makes it very attractive when safety assessment of large structures, such as bridges, tunnels, dams or pipes, is involved. This paper proposes the detection of defects or damage in bending beams by means of distributed optic-fiber sensors. In particular, the fiber-optics distributed sensor has been used to measure the deformation of a steel beam in experimental lab tests. Comparison of the experimentally measured strains, conducted on both damaged and undamaged beams, revealed the presence and position of defects in the beam. Quality and accuracy of the measurements conducted with distributed optical-fiber sensors are discussed, focusing on applicability of the identification method.]]></description>
      <pubDate>Wed, 01 Nov 2006 07:27:07 GMT</pubDate>
      <guid>https://trid.trb.org/View/793238</guid>
    </item>
    <item>
      <title>North Avenue Bridge over the Fox River, Aurora, Illinois</title>
      <link>https://trid.trb.org/View/792462</link>
      <description><![CDATA[The original six span concrete arch structure, approximately 550’ in total length, which carries North Avenue over the Fox River in Aurora, Illinois was constructed in the 1920’s. This paper describes how, in 2000, the task of investigating the structural and functional condition of the existing structure was undertaken. The outcome of the investigation indicated the superstructure and portions of the substructure were in need of replacement to carry current design loads. The existing concrete arches and underlying arch foundations would be allowed to remain with limited structural repairs. Because of the historical nature of the structure, the task undertaken by the design team was to design a new structure that would recreate the original look and character of the nearly 80-year-old bridge. The original 1920’s era plans were found and used as the starting point. The original ornamental concrete railings along with the ornamental lights were recreated on the new structure. Likewise, identical spandrel arch beam size and spacing, and column size and spacing, were used in order to obtain historical agency concurrence on the project. Precast elements were used for the railing, transverse beams, deck planks, and other members in order to reduce the amount of falsework required and speed the construction of the project.]]></description>
      <pubDate>Fri, 27 Oct 2006 08:14:47 GMT</pubDate>
      <guid>https://trid.trb.org/View/792462</guid>
    </item>
    <item>
      <title>Modal Strain Energy Decomposition Method for Damage Localization in 3D Frame Structures</title>
      <link>https://trid.trb.org/View/792850</link>
      <description><![CDATA[This paper presents a newly developed modal strain energy decomposition method for damage localization that is capable of identifying damage to individual members of three-dimensional (3D) frame structures. This method is based on decomposing the modal strain energy of each structural member (or element) into 2 parts, one associated with the element’s axial coordinates and the other with its transverse coordinates. In turn, 2 damage indicators are calculated for each member to perform the damage localization analysis. Implementing this method requires only a small number of mode shapes identified from both the damaged and baseline structures. Numerical studies are conducted of a 3D, 5-story frame structure and also a complicated offshore template platform, based on synthetic data generated from finite-element models. In addition to providing theoretical insights to illustrate the advantages of using this newly developed method, the paper also demonstrates numerically that the new method is capable of localizing various kinds of damaged elements (a vertical pile, horizontal beam, or slanted brace) at a template offshore structure.]]></description>
      <pubDate>Fri, 27 Oct 2006 08:08:57 GMT</pubDate>
      <guid>https://trid.trb.org/View/792850</guid>
    </item>
    <item>
      <title>Numerical Modeling as a Decision Tool for Coastal Structures</title>
      <link>https://trid.trb.org/View/789911</link>
      <description><![CDATA[Coastal structures constructed on sediments are designed against storms.  A comprehensive design of a coastal structure will require the integration of numerical models for coastal hydrodynamics, structures and sediments.  Numerical models for predicting tides, storm surge and wind waves have improved significantly over the past 30 years.  Relative sea level rise may accelerate due to the greenhouse effect but cannot be predicted accurately at present.  The capabilities for predicting damage to coastal structures have improved considerably for the last 20 years owing to the improved laboratory experimental capabilities followed by the development of numerical hydrodynamic models.  The quantitative understanding of the various components involved in cross-shore and alongshore sand transport has also improved due to the improved understanding of hydrodynamic forcing mechanisms and the significant efforts in collecting field and laboratory data on nearshore morphological changes and suspended sediment.  However, it is still not possible to predict the long-term cycle of beach erosion and recovery caused by sequences of storms.  In short, numerical models have been successful for the coastal problems which are governed by the conservation equations for mass, momentum and energy for water.  The future progress for coastal sediments and rubble mound structures may be made innovative technologies coupled with improved physical insights gained from numerical hydrodynamic models.  The integration of the numerical models will become essential for the life cycle and performance-based design of coastal structures.]]></description>
      <pubDate>Mon, 25 Sep 2006 15:48:18 GMT</pubDate>
      <guid>https://trid.trb.org/View/789911</guid>
    </item>
    <item>
      <title>Study of the Effects of Buried Pipe Integrity on Roadway Subsidence</title>
      <link>https://trid.trb.org/View/788494</link>
      <description><![CDATA[The performance of roadway pavement is significantly affected by the integrity of buried pipes underneath. It is important that these pipes remain structurally sound during the life of the roadway for a better performance and uninterrupted service. Damage or total loss of the pipe will result in structural damage to the pavement, excessive deflections, and roadway subsidence or collapse. In the event of a roadway subsidence or collapse, the roadway or sections of it will be fully or partially closed to traffic for repair. Road closure and detours would cost the traveling public (trucking industry and passenger vehicles) in travel delay and added vehicle operating costs. One-lane closures usually result in approximately 30-60 minutes of delay per vehicle, and would cost the public in gas costs and additional costs due to travel delays. The added cost of travel would cause loss of revenues for businesses in New Jersey.]]></description>
      <pubDate>Mon, 11 Sep 2006 16:21:46 GMT</pubDate>
      <guid>https://trid.trb.org/View/788494</guid>
    </item>
    <item>
      <title>Selective Random Decrement Techniques for Bridge Monitoring Systems</title>
      <link>https://trid.trb.org/View/788537</link>
      <description><![CDATA[Reliable and early bridge-condition evaluation and detection of component failures are critical for bridge owners in the U.S. to ensure better utilization of available resources. Remote bridge monitoring systems (RBMS) have been perceived to assist periodic evaluation of structures to supplement bridge management systems with quantitative data, and for examining new design techniques. Many RBMS are based on measured bridge vibration, with a major issue in developing new RBMS being the lack of reliable methods to obtain modal parameters using traffic excitation. This paper addresses one such signal processing method and discusses results obtained using data measured from one of the RBMS installed in New York State bridges. Results indicate that is is necessary to find the natural modes, which are most insensitive to environmental parameter variations, for structural monitoring and the detection of damage.]]></description>
      <pubDate>Tue, 05 Sep 2006 07:48:27 GMT</pubDate>
      <guid>https://trid.trb.org/View/788537</guid>
    </item>
    <item>
      <title>Damage Identification Based on Dead Load Redistribution: Methodology</title>
      <link>https://trid.trb.org/View/788414</link>
      <description><![CDATA[A new method for damage identification in large, massive civil structures is presented, based on the idea that dead load is redistributed when damage occurs in the structure. The method uses static strain measurements due to dead load only as input to the identification procedure. An analytical model of a fixed-fixed beam is developed in which the damage is represented by a section of reduced flexural rigidity. The damage state is determined by the location, length, and severity of the stiffness reduction. A forward analysis of the beam response is first presented to illustrate how the dead load is redistributed for different damage scenarios. The inverse problem is defined by a constrained optimization problem and is solved using a genetic algorithm. The proposed method correctly identified damage in the beam for a wide range of locations and damage severities. The identification procedure, in general, has a greater degree of success with increasing damage severity. Results show that damage is difficult to identify when it is close to the inflection point of the undamaged beam, where the dead load strain is zero. The effect of measurement noise on the ability to identify damage is investigated in a companion paper.]]></description>
      <pubDate>Tue, 05 Sep 2006 07:48:26 GMT</pubDate>
      <guid>https://trid.trb.org/View/788414</guid>
    </item>
    <item>
      <title>Damage Identification Based on Dead Load Redistribution: Effect of Measurement Error</title>
      <link>https://trid.trb.org/View/788415</link>
      <description><![CDATA[The effect of measurement error on the results of a new method for damage identification in large, massive civil structures is presented. The damage identification procedure is based on the redistribution of dead load in the structure that takes place when damage occurs. Damage is modeled in the flexural member by a section of reduced flexural rigidity. Static strain measurements are used as input to the procedure. The damage identification parameters are determined using a genetic algorithm. The effect of measurement error is investigated using Monte Carlo simulation. The measurement error is modeled as a Guassian, zero mean random variable. When the model element length is equal to the damage zone length, the results are in good agreement. The correct location and severity is determined even for significant levels of measurement error. The error-to-strain ratio is a convenient parameter for establishing when the error is too significant: results show that for error-to-strain ratios below about 40%, the procedure is able to determine the approximate location and severity of damage accurately. Damage is correctly identified, in an average sense, for the realistic case of when the model element length is not equal to the actual damage zone length. False-positive tests are conducted: the procedure is not prone to incorrectly identifying damage when it does not exist, even in the presence of significant measurement error.]]></description>
      <pubDate>Tue, 05 Sep 2006 07:48:26 GMT</pubDate>
      <guid>https://trid.trb.org/View/788415</guid>
    </item>
    <item>
      <title>Toward a Physical Damage Variable for Concrete</title>
      <link>https://trid.trb.org/View/787787</link>
      <description><![CDATA[Continuum damage mechanics models, while elegant and useful, suffer from what are typically highly idealized relationships between model and material. In this technical note, using 3-D measurements of internal cracking, direct, albeit simple relationships were made between the quantity of cracking and a corresponding scalar damage variable. Geometric properties of internal cracks were measured through 3-D image analysis of in situ microtomographic scans of small concrete specimens subject to compression. A scalar damage variable was determined from the changes in stiffness measured in successive loading cycles. Results showed a nearly linear relationship between the damage variable and the volume of new cracks formed. In contrast, results showed a nonlinear relationship between the damage variable and the crack surface area. Such relationships can potentially lead to a more physical basis for continuum damage formulations.]]></description>
      <pubDate>Wed, 23 Aug 2006 07:58:01 GMT</pubDate>
      <guid>https://trid.trb.org/View/787787</guid>
    </item>
    <item>
      <title>Damage Detection in a Girder Bridge by Artificial Neural Network Technique</title>
      <link>https://trid.trb.org/View/786338</link>
      <description><![CDATA[Since damage in a structure reduces its stiffness and alters its global vibration characteristics, measurement of changes in the vibration characteristics can be used to determine the damage in the structure. This paper presents a new robust two-step damage identification algorithm that uses the modal energy-based damage index to locate the damage and an artificial neural network technique to determine the magnitude of damage. The proposed algorithm is applied to detect simulated damage in a finite element model of a girder and a similar model of a real bridge. The results show that, even when there are measurement errors in the input data, the proposed algorithm is effective in identifying the location and magnitude of damage.]]></description>
      <pubDate>Fri, 21 Jul 2006 14:33:06 GMT</pubDate>
      <guid>https://trid.trb.org/View/786338</guid>
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