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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>
    <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>
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      <title>Transport Research International Documentation (TRID)</title>
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      <link>https://trid.trb.org/</link>
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    <item>
      <title>Tunnel Reinforcement by Using Pressure-Induced Inflatable Pipes Method</title>
      <link>https://trid.trb.org/View/1226064</link>
      <description><![CDATA[A new tunnel auxiliary method, the pressure-induced inflatable pipes method, is proposed in this paper. It utilizes the concept of cavity expansion for tunnel reinforcement, by forming an umbrella arch on the roof of the tunnel. When each inflatable pipe is inserted and expanded by pressure in the boreholes of the umbrella arch, the ground around the borehole can be compacted so that the stress conditions above the tunnel perimeter are changed favorably. To verify the reinforcement effect of this new concept, a pilot-scale chamber test, numerical analysis, and trapdoor test were performed and compared. In the pilot-scale chamber test, three types of inflatable pipes were tested to check their capability for expansion, and each type of pipe was demonstrated to function correctly by expanding only in the intended direction. Numerical analysis of a tunnel and the applied trapdoor tests, using the inflatable pipes, was also performed, to determine the reinforcement effects of the proposed technique. The results imply that the new method, with three-directional inflatable pipes, can contribute to reducing tunnel convergence and face settlement.]]></description>
      <pubDate>Thu, 17 Jan 2013 13:51:22 GMT</pubDate>
      <guid>https://trid.trb.org/View/1226064</guid>
    </item>
    <item>
      <title>Tunnel-Pile Interaction Analysis Using Cavity Expansion Methods</title>
      <link>https://trid.trb.org/View/1226061</link>
      <description><![CDATA[Evaluation of the impact of tunnel construction on existing buried structures is an important problem. This paper presents an analytical method for estimating the effect of tunnel construction on end-bearing piles located above the tunnel. The method can be used to estimate the safe relative distance between existing piles and newly constructed tunnels. Spherical and cylindrical cavity expansion/contraction analyses are used to evaluate pile end-bearing capacity and the reduction of confining pressure at the pile tip that results from tunnel volume loss. Pile end-bearing capacity is then reevaluated based on the reduced confining pressure at the pile tip. A modified shear modulus is used to account for the effect of pile installation on soil stiffness. The method is used to analyze centrifuge experiments conducted to study this problem. For the experimental data, where the service load applied to the piles during tunnel volume loss ranged between 50% and 60% of the maximum jacking force, the analytical method showed that pile failure occurred when the load-carrying capacity was reduced below 80% of its original value. A parametric analysis is included that highlights the effect of key soil properties on results.]]></description>
      <pubDate>Thu, 17 Jan 2013 13:51:21 GMT</pubDate>
      <guid>https://trid.trb.org/View/1226061</guid>
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    <item>
      <title>Spatial Distribution of Excess Pore-Water Pressure Due to Piezocone Penetration in Overconsolidated Clay</title>
      <link>https://trid.trb.org/View/811444</link>
      <description><![CDATA[This paper presents the results of an analysis of the spatial distribution of the excess pore-water pressure induced by piezocone penetration into overconsolidated clays. From the experimental results obtained for moderately and heavily overconsolidated clays, it was observed that the excess pore-water pressure increases monotonically from the piezocone surface to the outer boundary of the shear zone and then decreases logarithmically, approaching zero at the outer boundary of the plastic zone. It was also found that the size of the shear zone decreases from approximately 2.2. to 1.5 times the cone radius with increasing overconsolidation ratio (OCR), whereas the plastic radius is about 11 times the piezocone radius, regardless of the OCR. The expressions developed in this study based on the modified Cam clay model and the cylindrical cavity expansion theory, which take into consideration the effects of the strain rate and stress anisotropy, provide a good prediction of the initial pore-water pressure at the piezocone location. The method of predicting the spatial distribution of excess pore-water pressure proposed in this study is based on a linearly increasing delta u sub shear in the shear zone and a logarithmically decreasing delta u sub oct, and was verified by comparing the pore-water pressure measured in overconsolidated specimens in the calibration chamber.]]></description>
      <pubDate>Fri, 20 Jul 2007 09:56:24 GMT</pubDate>
      <guid>https://trid.trb.org/View/811444</guid>
    </item>
    <item>
      <title>Pore Pressure Response Following Undrained uCPT Sounding in a Dilating Soil</title>
      <link>https://trid.trb.org/View/795000</link>
      <description><![CDATA[The generation and dissipation of pore fluid pressures following standard piezocone sounding (uCPT) sounding in silty sands are observed to exhibit many of the characteristics of undrained penetration in dilatant materials; steady excess pore pressures may be subhydrostatic, or may become subhydrostatic during dissipation, and are slow to decay. Enigmatic pore pressure dissipation histories which transit from sub- to supra- and again to subhydrostatic before equilibrating at hydrostatic are consistent with a response where undrained pressures are maximally negative remote from the penetrometer tip. This surprising distribution of induced pore fluid pressures is accommodated in cavity expansion models for a dilating soil. A Mohr-Coulomb constitutive model is established for undrained loading of a soil with pore pressure response defined by Skempton pore pressure parameters. Defined in terms of effective stresses, this allows undrained stresses and pore pressures to be determined following cavity expansion in a c- f  soil. Pore pressures are conditioned by the shear modulus, Skempton A parameter, and the "undrained shear strength." The undrained shear strength is additionally modulated by the magnitudes of c, f, A, and of the initial in situ effective stress, s '0. Cavity expansion stresses, and pore pressures may be backcalculated. Undrained pore pressures are shown to decay loglinearly with radius from the cavity wall; they may be either supra- or subhydrostatic at the cavity wall, and where suprahydrostatic may become subhydrostatic close to the transition to the elastic region. This initial pressure distribution contributes to the observed switching between supra- and subhydrostatic pore pressures recorded during dissipation. "Type curves" that reflect the dissipation response enable the consolidation coefficient, undrained strength, and shear modulus to be computed from observed pore pressure data, and confirmed against independent measurements. In addition to representing the dilatory response of cohesionless silts, the method applies equally to recovering the pressure generation and dissipation response of overconsolidated clays.]]></description>
      <pubDate>Tue, 26 Dec 2006 12:45:02 GMT</pubDate>
      <guid>https://trid.trb.org/View/795000</guid>
    </item>
    <item>
      <title>Influence Zone for End Bearing of Piles in Sand</title>
      <link>https://trid.trb.org/View/793297</link>
      <description><![CDATA[An attempt is made to establish an analytically based estimate of the influence zone surrounding the tip of a loaded pile in sand. In the framework of the cavity expansion theory and a confined local failure mechanism, explicit expressions are derived in which the sizes of the upward and downward influence zones are properly linked with the angle of shearing resistance, the stiffness, the volumetric strain, and the mean effective stress of the sand at the pile tip. Based on a series of parametric analyses, the mean range of the influence zone is suggested. For piles in clean sand, the influence zone above the pile tip is between 1.5 and 2.5D and the zone below the tip ranges from 3.5 to 5.5D, where D is pile diameter. For piles in more compressible silty sand, the influence zone extends between 0.5 and 1.5D above the pile tip and between 1.5 and 3D below the tip. Because of its analytical nature, the present study may provide a meaningful insight into the current empirical interpretations.]]></description>
      <pubDate>Mon, 20 Nov 2006 10:20:06 GMT</pubDate>
      <guid>https://trid.trb.org/View/793297</guid>
    </item>
    <item>
      <title>Lateral Displacement of Ground Caused by Soil-Cement Column Installation</title>
      <link>https://trid.trb.org/View/757068</link>
      <description><![CDATA[Closed form equations for calculating the lateral displacement caused by the installation of soil-cement columns are derived based on cylindrical cavity expansion theory. The radius of the cavity needs to be predetermined empirically, mainly with reference to the amount of admixture injected and injection pressure as well as the stiffness of the surrounding soil. Also, an empirical equation is proposed for considering the partial "plane strain" effect of installing a row of columns. The proposed method has been applied to four reported field tests conducted in Saga, Japan, using the slurry double mixing (SDM) method, the dry jet mixing (DJM) method, and the wet jet mixing (WJM) method. The radius of influence, i.e., where the lateral displacement in the soil is less than 5 mm during the installation of soil-cement columns, is found from the field data to be approximately 30, 40, and 50 m for the SDM, DJM, and WJM, respectively. It is shown that the proposed method yielded a reasonable prediction of these field measurements. The field data also indicate that the installation sequence has a considerable influence on the observed lateral displacement; but the proposed method can only consider two extreme conditions of this influence. It is suggested that the method is a useful tool for the design of soft subsoil improvement resulting from the installation of soil-cement columns.]]></description>
      <pubDate>Sat, 25 Jun 2005 08:06:26 GMT</pubDate>
      <guid>https://trid.trb.org/View/757068</guid>
    </item>
    <item>
      <title>DETERMINATION OF DRAINED FRICTION ANGLE OF SANDS FROM CPT</title>
      <link>https://trid.trb.org/View/458722</link>
      <description><![CDATA[The authors examine and interpret existing methods frequently used to determine drained angles of the internal friction of sands using cone penetration test (CPT) data.  Emphasis is placed on the influence of the compressibility of sands.  The procedures investigated are based on the bearing-capacity theory or on the cavity-expansion theory.  The cavity-expansion theory is used in this paper to develop an empirical approach for determining the drained friction angle of sands from CPT data.  To this end, a new empirical correlation for determining the volumetric strain, which is necessary in the Vesic method for determining the drained friction angle, is formulated through calibrations with methods based on the bearing-capacity theory.  With the new empirical correlation, the volumetric strain can be derived solely from CPT data without additional laboratory tests, such as the triaxial test.  Field CPT data are used to study and illustrate the new approach, and the results indicate that the drained friction angle can be consistently determined using this approach.]]></description>
      <pubDate>Mon, 29 Apr 1996 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/458722</guid>
    </item>
    <item>
      <title>LABORATORY MEASUREMENT OF LATERAL STRESS INDUCED BY A CAVITY EXPANSION IN A HOLLOW CYLINDER CELL</title>
      <link>https://trid.trb.org/View/352787</link>
      <description><![CDATA[The use of a specially designed hollow cylinder cell in the measurement, under laboratory controlled conditions, of the lateral stress and the excess pore water pressure induced by a cavity expansion in both clayey and granular soils is discussed.  The hollow cylinder cell permits the performance of a cavity expansion test in an annular soil specimen under three independent stresses (i.e., axial stress, radial cavity pressure, and lateral confining stress) with measurement of cavity volume change and excess pore water pressures at several locations in the soil specimen. Effective stress analysis of the soil response to the cavity expansion illustrates that the effective lateral stress is independent of the specimen geometry, and intrinsic effective stress-strain relationships can be derived from the experimental expansion curve.  However, the specimen geometry does affect the excess pore water pressure generated under undrained conditions, and, therefore, the total stress analysis conventionally used for interpretation of pressuremeter test results is not appropriate for analysis of hollow cylinder cavity expansion test.]]></description>
      <pubDate>Sun, 31 Mar 1991 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/352787</guid>
    </item>
    <item>
      <title>GAS PRESSURE IN UNSATURATED OFFSHORE SOILS</title>
      <link>https://trid.trb.org/View/308341</link>
      <description><![CDATA[Direct measurement of gas pressure within unsaturated offshore soils is very difficult because the gas occurs in the form of large, discrete bubbles.  However, consideration of the soil structure and analysis of a continuum model for the soil suggest two independent sets of limits for the gas bubble pressure.  Surface tension effects limit the difference between gas pressure and pore-water pressure, while cavity expansion and contraction considerations limit the difference between gas pressure and mean total stress. If the gas pressure lies within these limits, it should remain almost unaffected by changes to the total stress or pore-water pressure.  These suggestions are supported by results from an oedometer test on a reconstituted soil sample containing large bubbles of methane gas.]]></description>
      <pubDate>Thu, 31 May 1990 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/308341</guid>
    </item>
    <item>
      <title>CAVITY EXPANSION TESTS IN A HOLLOW CYLINDER CELL</title>
      <link>https://trid.trb.org/View/277898</link>
      <description><![CDATA[This paper presents the use of the hollow cylinder cell in investigating, under laboratory controlled conditions, the response of saturated, consolidated fine grained soils to a cavity expansion.  The hollow cylinder cell concept developed originally by Kirkpatrick was adapted to perform cylindrical cavity tests in annular soil specimens with measuement of the excess pore-water pressure generated in the surrounding soil.  This modified hollow cylinder cell was also used to study the consolidation of the soil around an expanding cylindrical cavity under a constant cavity pressure and to evaluate anailable procedures, which can be used to obtain the soil hydraulic conductivity.  The equipment, testing procedures, and analysis of both expansion and consolidation test results are discussed.]]></description>
      <pubDate>Thu, 31 Dec 1987 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/277898</guid>
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