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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>Transport Research International Documentation (TRID)</title>
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    <item>
      <title>Evaluation of the Cyclic Resistance of Providence Silts Using
Mini-Cone Penetration and Standard Penetration Tests</title>
      <link>https://trid.trb.org/View/1142353</link>
      <description><![CDATA[Most areas of coastal Rhode Island are underlain by thick layers of non-plastic silt and it is important to know if the existing standard-of-practice liquefaction potential evaluations (e.g. Robertson and Wride (1998) or Seed et al. (1985)) are accurate. The objective of this research was to critically evaluate the applicability of cone penetration test (CPT) and standard penetration test (SPT) based approaches to Providence silts. This was accomplished through a laboratory testing program involving the University of Rhode Island (URI) mini-cone calibration chamber and cyclic triaxial tests to develop a new relationship between cyclic resistance ratio and tip resistance for Providence silt. The new relationship was compared to the standard-of practice liquefaction potential evaluation methods from the literature. There was good agreement between the approaches which shows that the existing field-based CPT methods are applicable to Rhode Island silts. This is consistent with previous Rhode Island Department of Transportation (RIDOT) funded research on the liquefaction potential evaluation of silts in Rhode Island (Bradshaw et al. 2007; 2007a; Baxter et al. 2008). An attempt was also made to evaluate SPT-based approaches in silt using the mini-cone and laboratory cyclic data. A correlation between SPT blow counts and CPT tip resistance (qc/N60) was evaluated from two loose silt sites in Rhode Island where SPT and CPTs were performed adjacent to each other. The agreement between blow counts and tip resistance was very poor, most likely due to the small number of tests and small range of in situ densities. Because of the poor agreement, it was not possible to directly evaluate the SPT-based liquefaction evaluation approaches in the study.]]></description>
      <pubDate>Fri, 20 Jul 2012 15:21:29 GMT</pubDate>
      <guid>https://trid.trb.org/View/1142353</guid>
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      <title>Micro-Cone Penetrometer for More Concise Subsurface Layer Detection</title>
      <link>https://trid.trb.org/View/894650</link>
      <description><![CDATA[As the disturbance zone and measurement of soil properties are affected by the size of the penetrometer, a more local value may be measured by a smaller penetrometer. An ultra small Micro-Cone penetrometer with a 5 mm outer diameter is designed and manufactured to characterize soil properties with minimum disturbance during penetration tests. The tip resistance is measured by using strain gages attached near the Micro-Cone (MC) tip. A friction sleeve is adopted to effectively remove the skin friction from the tip resistance. Design concerns include the installation of strain gages, circuits, operating temperature, input voltage, penetration systems, penetration rate, sampling rate, and calibration. Application tests show that the air-clay interface, and the soil layers that consist of clay and sand are closely detected by the MC penetrometer. The cone tip resistances measured by the MC and the miniature cone with a 16 mm outer diameter are similar in clay. The strength change in sand after multiple liquefactions is clearly identified. This study shows that, with a relatively high resolution, the MC penetrometer may effectively detect the soil interface and yield the reasonable cone tip resistance.]]></description>
      <pubDate>Tue, 21 Jul 2009 08:13:05 GMT</pubDate>
      <guid>https://trid.trb.org/View/894650</guid>
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    <item>
      <title>Coupled Use of Cone Tip Resistance and Small Strain Shear Modulus to Assess Liquefaction Potential</title>
      <link>https://trid.trb.org/View/855720</link>
      <description><![CDATA[Resistance against earthquake-related liquefaction is usually assessed using relationships between an index of soil strength such as normalized cone tip resistance and the cyclic resistance ratio (CRR) developed from observed field performance. The alternative approach based on laboratory testing is rarely used, mainly because of the apprehension that laboratory results may not reflect field behavior since the quality of laboratory data is often compromised by sampling disturbance. In this study, a database of laboratory data obtained mainly from cyclic testing of frozen (undisturbed) samples and in situ index measurements from near sampling locations comprised of cone tip resistance, q subscript c, and shear wave velocity, Vs, have been assembled. These data indicate that neither normalized cone tip resistance nor normalized shear wave velocity individually correlate well with laboratory-measured CRR. However, the ratio of q and subscript c to the small strain shear modulus, G and subscript 0, relates reasonably with CRR via separate correlations depending on geologic age. The derived q and subscript c /G and subscript 0-CRR relationships were also found to be consistent with earthquake field-performance case histories.]]></description>
      <pubDate>Wed, 30 Apr 2008 07:29:31 GMT</pubDate>
      <guid>https://trid.trb.org/View/855720</guid>
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      <title>Correlations Between PENCEL Pressuremeter, Cone Penetrometer, and Dilatometer Parameters</title>
      <link>https://trid.trb.org/View/847927</link>
      <description><![CDATA[PENCEL pressuremeter (PPMT), cone penetrometer (CPT), and dilatometer (DMT) tests were performed at three Florida sites. Two were sands and the third was clay. The PENCEL was pushed to the test depth using CPT equipment. During PPMT testing, both a smooth cone tip and a cone tip with a friction reducer were evaluated. Standardized testing procedures were followed for all tests. Initial or lift-off pressures (po), elastic moduli (E), and limit pressures (pL) were determined from the PPMT, whereas po and E values were determined from the DMT. CPT testing produced friction and tip resistances. Manual plus digital pressures and volumes were recorded during pressuremeter testing. Correlations were developed within the engineering parameters obtained from the PENCEL and between the PENCEL, cone, and dilatometer engineering parameters. All correlations matched published values. The PENCEL produced excellent correlations between the initial E and pL as well as the initial E and the reload E. Correlations based on digital elastic and reload moduli, from software called APMT, were higher than those based on the other recorded data. From the comparisons, promising correlations were developed between PPMT initial E values and CPT tip resistances. Promising correlations were also developed between PPMT pL and CPT tip resistances. Consistent ratios existed between PPMT and DMT po values as well as PPMT and DMT initial E values. Smooth and friction reducer cone tips evaluation indicated that soil disturbance, associated with the friction reducer, decreases the engineering parameters, and the friction reducer is not recommended.]]></description>
      <pubDate>Fri, 28 Mar 2008 08:16:20 GMT</pubDate>
      <guid>https://trid.trb.org/View/847927</guid>
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    <item>
      <title>Soil Characterization and P-Y Curve Development for Loess</title>
      <link>https://trid.trb.org/View/807182</link>
      <description><![CDATA[Lateral loads on drilled shafts are often the controlling factor in their design.  These lateral loads are transferred to the surrounding soil or rock, and estimation of the capacity of the shaft to resist lateral loads is a critical part of the design.  The lateral load-deformation relationship of a drilled shaft and its supporting soil is commonly modeled using the p-y curve method.  P-y curves vary with soil type, deposition characteristics and depth, but general curves have been developed to represent common soils.  Unfortunately, no p-y curves have been developed to represent the behavior of loess, cemented silt that is common throughtout much of Kansas. This lack of available p-y relationships has meant that less applicable curves, normally those for sandy soils, must be used.  The purpose of this research was to define the significant engineering properties of Kansas' loessal soils through a literature review, laboratory tests, and in situ tests and to determine the soil-structure response by performing full scale lateral load tests on six drilled shafts.  Laboratory testing included saturated and unsaturated triaxial, direct shear, consolidation and collapse testing.  Field tests included standard penetration tests (SPT), cone penetration tests (CPT), vane shear, and pressuremeter testing.  Two pairs of shafts with diameters of 30  and 42 in. were tested under static loading.  A third pair of 30 in. shafts was tested under repeated loading.  Shaft deflections were measured using inclinometer soundings and correlated with the CPT cone tip resistance (q sub c).  A hyperbolic model was developed to correlate ultimate soil resistance (P sub uo) to the CPT cone tip resistance (q sub c) for both static and repeated loading at any given depth and was used to develop a family of p-y curves unique to loess.  This model may be entered into the commercially available software package LPILE for design of laterally loaded drilled shafts constructed in loess.]]></description>
      <pubDate>Mon, 21 May 2007 12:32:13 GMT</pubDate>
      <guid>https://trid.trb.org/View/807182</guid>
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