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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>Claystone, Steep Slopes, and Water, Not Again! The SR 2018 West Smithfield Street Landslide Remediation, Allegheny County, Pennsylvania</title>
      <link>https://trid.trb.org/View/1457248</link>
      <description><![CDATA[Claystone beds commonly found throughout the geology of Southwestern Pennsylvania are generally soft, weak, and susceptible to landsliding. The Birmingham “Schenley” Redbed Claystone present at the SR 2018 West Smithfield Street project site in Allegheny County, Pennsylvania, is no exception. A landslide occurred above the roadway, cascading debris over the 40-to-50-foot near-vertical rock cut adjacent to the road. The size and volume of the landslide mass forced closure of the roadway. Gannett Fleming was tasked by the Pennsylvania Department of Transportation to provide a landslide treatment design that adequately stabilized the slope and prevented further debris from falling into the roadway. The “Schenley” Redbed Claystone encountered at the top of the near-vertical rock cut during the subsurface investigation measured up to 36 feet in thickness. Fluctuation of the groundwater table within the thick “Schenley” Redbed Claystone further softened and de-stabilized the claystone, complicating the task of stabilizing the slope. Several variations of the stability model were evaluated during the design phase to account for changing groundwater conditions. The final landslide treatment design incorporated flattening the slope to the edge of the near-vertical rock cut in combination with a soil nail slope treatment to provide additional reinforcement for the remaining soil and bedrock.]]></description>
      <pubDate>Wed, 01 Mar 2017 09:04:40 GMT</pubDate>
      <guid>https://trid.trb.org/View/1457248</guid>
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      <title>Impact of a 70 °C temperature on an ordinary Portland cement paste/claystone interface: An in situ experiment</title>
      <link>https://trid.trb.org/View/1403711</link>
      <description><![CDATA[Radioactive wastes in future underground disposal sites will induce a temperature increase at the interface between the cementitious materials and the host rock. To understand the evolution of Portland cement in this environment, an in situ specific device was developed in the Underground Research Laboratory in Tournemire (France). Ordinary portland cement (OPC) cement paste was put into contact with clayey rock under water-saturated conditions at 70 °C. The initial temperature increase led to ettringite dissolution and siliceous katoite precipitation, without monosulfoaluminate formation. After 1 year of interaction, partial decalcification and diffuse carbonation (calcite precipitation) was observed over 800 µm in the cement paste. At the interface, a layer constituted of phillipsite (zeolite), tobermorite [well-crystallised calcium silicate hydrate (C-S-H)] and calcium alumino-silicate hydrate (C-(A)-S-H) had formed. Globally, porosity decreased at both sides of the interface. Geochemical modelling supports the experimental results, especially the coexistence of tobermorite and phillipsite at 70 °C, minerals never observed before in concrete/clay interface experiments.]]></description>
      <pubDate>Sat, 30 Apr 2016 15:03:24 GMT</pubDate>
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      <title>A Study of the Effects of Injected Chemical Soil Stabilizers on Expansive Clays and Claystones</title>
      <link>https://trid.trb.org/View/782563</link>
      <description><![CDATA[The effects that organic material has on swell potential and strength of lime-treated expansive clay were determined through laboratory testing.  Four soils (one natural and three manufactured) subjected to different laboratory tests were used to analyze the effects of organic material in lime treatment.  The laboratory testing program consisted of Atterberg limits, Eads and Grim pH, linear shrinkage, standard compaction, one dimensional swell, and unconfined compression which were used to identify the differences between the physical properties of untreated and treated soils.  The soils' physical properties were then graphically and statically analyzed for significant changes.  The results indicate that swell potential can practically be reduced to zero, while strength can only be slightly improved.  This report also includes soil chemical property data and X-ray diffraction information.]]></description>
      <pubDate>Wed, 31 May 2006 09:51:11 GMT</pubDate>
      <guid>https://trid.trb.org/View/782563</guid>
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      <title>Improvement of the Geotechnical Axial Design Methodology for Colorado’s Drilled Shafts Socketed in Weak Rocks</title>
      <link>https://trid.trb.org/View/781057</link>
      <description><![CDATA[Drilled shaft foundations embedded in weak rock formations support a large percentage of bridges in Colorado. Since the 1960s, empirical methods that entirely deviate from the AASHTO design methods have been used for the axial geotechnical design of these shafts. The margin of safety and expected shaft settlement are unknown in these empirical methods. Load tests on drilled shafts provide the most accurate design and research data for improvement of the design methods. Four Osterberg axial load tests were performed in Denver on drilled shafts embedded in soil-like claystone, very hard sandy claystone, and extremely hard clayey sandstone. An extensive program of simple geotechnical tests was performed at the load test sites, including standard penetration tests (SPT), unconfined compressive strength tests (UCT), and pressuremeter tests (PMT). Information on the construction and materials of the test shafts was documented, followed by thorough analysis of all test results. Conservative equations were suggested to predict the unconfined compressive strength and mass stiffness of weak rocks from SPT and PMT data. Colorado Department of Transportation (CDOT) and AASHTO–FHWA design methods for drilled shafts were thoroughly assessed. Design equations to predict the shaft ultimate unit base resistance (q sub max), side resistance (f sub max), and an approximate load–settlement curve as a function of the results of simple geotechnical tests were developed. The qualifications and limitations for using these design methods are presented (e.g., construction procedure, field conditions). Finally, a detailed strategic plan to identify the most appropriate design methods per LRFD for Colorado’s drilled shafts was developed.]]></description>
      <pubDate>Fri, 28 Apr 2006 08:36:19 GMT</pubDate>
      <guid>https://trid.trb.org/View/781057</guid>
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      <title>Drained Residual Shear Strength of Some Claystones from Front Range, Colorado</title>
      <link>https://trid.trb.org/View/771726</link>
      <description><![CDATA[Drained residual shear strength data on claystone (shale) bedrock samples from seven sites along the Front Range in Colorado collected from various sources are summarized. The claystone bedrock specimens from these sites were from Dawson, Laramie, Arapahoe, and Denver formations. The testing procedures included reversal direct shear and torsional ring shear tests. Upper bound, lower bound, and average residual shear strength envelopes were developed using the data from the seven sites. The secant residual friction angle varied from an upper limit of about 30 degrees to a lower limit of about 5.5 degrees for effective normal stress ranging from 30 to 960 kPa. Selected published correlations relating the drained residual friction angle to the liquid limit, plasticity index, clay fraction, and effective normal stress were also compared to the data set. For this particular data set, the plasticity index-based correlations compared better than the liquid limit-based correlations. It is recommended that if any published correlation between residual strength and Atterberg limits and/or clay fraction is to be used, then the same sample preparation procedure should be used in the determination of these properties as were used in developing the particular correlation.]]></description>
      <pubDate>Mon, 13 Feb 2006 11:51:09 GMT</pubDate>
      <guid>https://trid.trb.org/View/771726</guid>
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