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    <title>Transport Research International Documentation (TRID)</title>
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    <copyright>Copyright © 2026. National Academy of Sciences. All rights reserved.</copyright>
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    <managingEditor>tris-trb@nas.edu (Bill McLeod)</managingEditor>
    <webMaster>tris-trb@nas.edu (Bill McLeod)</webMaster>
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      <title>Ductility of Welded Steel Column to Steel Cap Beam Connections</title>
      <link>https://trid.trb.org/View/1458108</link>
      <description><![CDATA[This report discusses the seismic behavior of a bridge bent system that consists of round HSS piles, welded to a steel HP section cap beam. Past practice has typically utilized a simple fillet weld to complete the connection between the pile and cap beam. The results of this research indicate that the ductility capacity of this system is controlled by the configuration of the welded connection between the piles and cap beam. Six full scale bridge bent tests have been conducted at North Carolina State University to evaluate the performance of the system when subjected to simulated seismic loading. The two main goals of the research were to first evaluate the behavior of the system with a simple fillet weld connection and secondly to improve performance by investigating alternative weld configurations and connection details. The results indicate that the use of a simple fillet weld led to premature connection failure. Subsequent tests showed that the use of other weld configurations improved the capabilities of the system but were still inadequate for higher seismic regions. However, promising results were obtained from a connection in which the flexural hinge region was relocated away from the pile to cap beam connection weld.]]></description>
      <pubDate>Tue, 11 Apr 2017 16:40:59 GMT</pubDate>
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      <title>Behavior and Ductility of Reinforced Concrete Short Columns Using Global Truss Model</title>
      <link>https://trid.trb.org/View/787499</link>
      <description><![CDATA[The authors present the results of an experimental program on eight full-scale reinforced concrete short columns.  Tests were conducted on compression and cyclic reversed uniaxial shear displacements.  The value of shear ratio, the ratios of longitudinal and transverse reinforcement, and the normalized axial force ratio were investigated with different layouts of reinforcement: longitudinal and a combination of longitudinal and bidiagonal.  While the bidiagonal reinforcement did improve the ductility of the specimens, unfortunately it did not reach the level required by current aseismic design.  The article also provides a model for designing short columns.]]></description>
      <pubDate>Tue, 05 Sep 2006 07:49:07 GMT</pubDate>
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      <title>Elastoplastic Behavior of Panel Zone in Steel Beam-to-Concrete Filled Steel Tube Column Moment Connections</title>
      <link>https://trid.trb.org/View/767419</link>
      <description><![CDATA[Subassemblage tests were conducted on the panel zone within steel beam-to-concrete filled steel tube (CFT) column moment connections made from high-strength material to investigate their elastoplastic behavior. The writers propose a nonlinear shear force-deformation model for the panel zone in beam-to-column CFT connections for predicting the elastoplastic behavior of the panel zones. The proposed model includes a superposed model based on a trilinear shear-deformation relationship for the steel tube superposed on one for the concrete core, and a simple model provided as a trilinear model having a yield strength point and an ultimate strength point for this panel zone, as a practical model for design. The writers also propose a method for evaluating load resistance, in which a new theoretical compression strut mechanism is utilized, taking into account the confinement of the tube flange. The results predicted using the superposed and the simple model are found to agree approximately with the experimental results up to a large shear deformation of 0.04  rad.]]></description>
      <pubDate>Sun, 04 Dec 2005 15:44:01 GMT</pubDate>
      <guid>https://trid.trb.org/View/767419</guid>
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      <title>Instability and Complete Failure of Steel Columns Subjected to Cyclic Loading</title>
      <link>https://trid.trb.org/View/757217</link>
      <description><![CDATA[In a testing system design for large deformations, structural columns were loaded to complete failure, defined as either complete separation of the column or inability to sustain the prescribed axial load. The test system consists of very large stroke quasistatic jacks, digital displacement transducers that can ensure accurate measurement of large deformations, hydraulic pump units capable of controlling the oil flow, controllers that control the jack motion, and separate personal computers for operating the jack controllers and for supervising and measuring data. These components are connected on-line for data and signal operations, which enables automatic and accurate load control for tests that lead specimens to complete failure. Six columns having a square tube cross section are tested in cyclic loading condition, with the axial load and column length as major parameters. The load-deformation relationships obtained from the tests are presented in detail, and relationships among the deformation capacity, failure mode, slenderness, and axial load are discussed. Intermediate axial load (30% of the yield axial load) is effective in retarding the occurrence and growth of cracks, resulting in larger deformation capacity to complete failure. Finite element analysis accurately duplicates the experimental behavior up to a large inelastic range including material yielding, strain hardening, and local buckling. It fails to simulate the experimental behavior in a very large deformation range where the column surfaces crashed and contacted each other. More experimental data is strongly needed for the behavior of structural systems and elements at and near complete failure.]]></description>
      <pubDate>Wed, 29 Jun 2005 05:43:03 GMT</pubDate>
      <guid>https://trid.trb.org/View/757217</guid>
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