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    <title>Transport Research International Documentation (TRID)</title>
    <link>https://trid.trb.org/</link>
    <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>Stability of water-resistant rock mass of fault tunnels under high-temperature and high-pressure conditions</title>
      <link>https://trid.trb.org/View/2648997</link>
      <description><![CDATA[The high-temperature water inrush geo-hazards are often encountered during the construction of deep tunnels recently. The stability of the water-resistant rock mass of tunnel face under the high-temperature and high-pressure conditions plays an important role for the prevention of water inrush disaster, which has been paid little attention to in existing researches. In order to investigate the stability of water-resistant rock mass of water-rich fault tunnels under high temperature and high pressure conditions, a thermal–hydraulic-mechanical coupled model is established to simulate the failure of water-resistant rock mass during the tunnel excavation. Then a series of experiments are conducted using the self-developed model test device of tunnel water inrush with high temperature and high pressure. The validity of the numerical model is proved by comparing the results obtained from model test and numerical simulation. The results show that the thermal–mechanical coupling effect not only intensifies the instability of surrounding rock but also redirects the failure kinematics of water-resistant rock mass, resulting a more significant downward deflection of the velocity of failure zone. In addition, the thermal–mechanical or thermal–hydraulic-mechanical coupling effects significantly alter the stress path at which the water-resistant rock mass reaches the failure state, while the hydraulic-mechanical coupling effect merely accelerates the failure of the water-resistant rock mass along the original stress path. The results of this study can provide useful guidance for preventing water inrush of deep tunnels in water-rich stratum with high temperature and pressure.]]></description>
      <pubDate>Thu, 26 Mar 2026 09:05:41 GMT</pubDate>
      <guid>https://trid.trb.org/View/2648997</guid>
    </item>
    <item>
      <title>Cumulative plastic strain and critical dynamic stress of freeze-thawed aeolian soil under intermittent cyclic load</title>
      <link>https://trid.trb.org/View/2618061</link>
      <description><![CDATA[The intermittent stage of traffic load alters the pore pressure and effective stress of subgrade soil, thereby affecting the structural stability and bearing capacity of the subgrade. To investigate the intermittent stage effect on the dynamic properties of subgrade soil in seasonally frozen zone, a series of dynamic triaxial tests were conducted, incorporating the influences of freeze–thaw cycles (FT), confining pressure (σ3c), and dynamic stress amplitude (σd). The results indicate that the accumulation of pore pressure during the intermittent stage enhances the bearing capacity of the subgrade under undrained conditions, leading to partial recovery of accumulated plastic strain. The cumulative plastic strain of freeze-thawed aeolian soil under traffic load, including both continuous and intermittent cyclic loads, exhibits three primary deformation modes: plastic shakedown, plastic creep, and incremental collapse. A critical dynamic stress identification method is proposed based on the strain rate inflection point for freeze-thawed aeolian soil. Compared with existing approaches such as the shakedown theory, dichotomy, and Δεp/ΔlgN vs. N slope methods, the proposed method demonstrates higher accuracy in determining the critical dynamic stress of freeze-thawed aeolian soil under intermittent cyclic load conditions. The methodology presented in this study can be effectively applied to deformation control and stability evaluation in engineering projects within seasonally frozen regions.]]></description>
      <pubDate>Mon, 29 Dec 2025 09:34:36 GMT</pubDate>
      <guid>https://trid.trb.org/View/2618061</guid>
    </item>
    <item>
      <title>Dynamic analysis of unsaturated subgrades with pot cover effect: Saturation-dependent transient response</title>
      <link>https://trid.trb.org/View/2618089</link>
      <description><![CDATA[To simulate the subgrade structure induced by the pot-cover effect, where a nearly saturated layer overlies an unsaturated layer, a one-dimensional viscoelastic dynamic analysis model for an impermeable cover layer-pot cover layer-unsaturated subgrade system is established in this work. Using the viscoelastic correspondence principle firstly, the viscoelastic governing equations of the system in the Laplace domain are derived. The general solution for a single-layer response is obtained using the state-space method. Subsequently, the solution for each layer in the Laplace domain is acquired through the transfer matrix method by considering the interfacial continuity conditions. Finally, the inverse Laplace transform technique provides the time-domain solution. The proposed solution’s validity is verified against existing solutions in literature. Numerical results indicate that the viscosity coefficient primarily affects the P₂ wave, Biot slow wave, propagation. As saturation in the pot cover layer increases, both pore pressure and solid-phase displacement exhibit increasing trends. Under near-saturated conditions, pore pressure amplitudes in the pot cover layer and non-pot cover layer reach up to 1.49 times and 1.80 times respectively compared to scenarios without the pot cover effect. With increasing initial saturation in the underlying unsaturated subgrade layer, pore pressure and solid-phase displacement amplitudes throughout the subgrade increase.]]></description>
      <pubDate>Mon, 29 Dec 2025 09:34:36 GMT</pubDate>
      <guid>https://trid.trb.org/View/2618089</guid>
    </item>
    <item>
      <title>Investigation of Pore Pressure in Bonded Concrete Overlays of Asphalt Pavement</title>
      <link>https://trid.trb.org/View/2582094</link>
      <description><![CDATA[Bonded concrete overlays of asphalt (BCOA) are used for pavement rehabilitation with extended service life. However, trapped moisture infiltrated from concrete joints can generate pore pressure at the concrete–asphalt interface and compromise interface bonding. This study aims to investigate the generation of traffic-induced pore pressure within the existing asphalt layer of BCOA pavements and evaluate the influences of various design parameters. A layered dynamic poroelastic model of BCOA pavement was developed to simulate a fully saturated asphalt layer, considering different permeable conditions at the interfaces. The results indicate that the maximum pore pressure occurs at the portland cement concrete (PCC)–asphalt interface as the tire loading moves over the joint, and hydraulic conductivity of the saturated layer affects pore pressure most. Depending on the deterioration condition of the existing asphalt layer, higher pore pressure is generated when it has a lower resilient modulus or greater thickness. In contrast, the thickness and elastic modulus of the PCC slab show limited effects on pore pressure development. Additionally, pore pressure becomes more pronounced when the upper portion of the existing asphalt layer is more deteriorated and becomes saturated, while the lower portion remains intact and dry.]]></description>
      <pubDate>Fri, 26 Sep 2025 13:39:51 GMT</pubDate>
      <guid>https://trid.trb.org/View/2582094</guid>
    </item>
    <item>
      <title>Face Stability of Twin Tunnels Excavated in Opposite Directions Using Large-Diameter Slurry Shield Machines</title>
      <link>https://trid.trb.org/View/2582081</link>
      <description><![CDATA[The construction of twin tunnels excavated by simultaneous drive of two opposite tunnel boring machines presents a challenge for the tunneling industry, in particular the assurance of tunnel face stability due to a mutual effect when both tunnels are approaching each other. To ensure the stability of the tunnel face over the whole construction phase and along the complete alignment, it is important to correctly assess the response of the individual tunnel face with respect to the effect of the opposite tunneling process. For the assessment of such tunnel face stability, a three-dimensional (3D) numerical model that allows one to examine the 3D stress and pore water distribution at the tunnel face is used. This contribution presents a case study based on a real tunneling project in the city of Shenzhen, China, in which twin tunnels are excavated simultaneously in the opposite directions using two large-diameter slurry shield machines. The influence of slurry infiltration as well as the clear distance between the tunnel faces are investigated through comparison with simulations in which a standard face stability assessment technique is employed. It is shown that the additional seepage force induced by the pore pressure gradient between the two faces leads to the increase of the limit support stress ratio.]]></description>
      <pubDate>Fri, 26 Sep 2025 13:39:51 GMT</pubDate>
      <guid>https://trid.trb.org/View/2582081</guid>
    </item>
    <item>
      <title>Effect of pressure pores size on hydrodynamic and hydroacoustic marine propeller performances under cavitating case</title>
      <link>https://trid.trb.org/View/2500388</link>
      <description><![CDATA[The numerical work presented in the paper investigates the effect of pressure pores on hydrodynamic and hydroacoustic performances. This research aims to reduce cavitation area and underwater noise by mitigating the tip vortex cavitation. Compared to the few studies devoted to the pressure pores technique, several configurations based on the E779A marine propeller have been tested by considering different azimuthal and radial step values, a wider pore region concentrated at the top of the blade, and several pore diameter values. In addition, a numerical simulation was started to verify the effectiveness of the theoretical models in detecting the effect of pressure pores on the acoustic propagation generated by the propellers tested. The numerical approaches combining cavitating flow and noise propagation are performed using a hybrid method, which solves the Ffowcs Williams-Hawkings (FW–H) equation. A validation of the numerical simulation is carried out for cavitating and non-cavitating cases. Open water performances, cavitation area, sound pressure levels, and thrust distributions are analysed for two cavitation numbers. σ= 1,763 and σ= 1,029. The obtained results reveal that the cavitation area decreases as the pressure pore radius increases, but a slight reduction in propulsive efficiency accompanies this. Particularly for the pores radius of 0,00264D, propeller efficiency loss doesn't exceed 2,6 % and 4,05 % for the two cavitation numbers investigated. Nevertheless, this configuration showed better acoustic performances with a diminution of 10 dB in overall sound pressure level compared to the propeller without pressure pores.]]></description>
      <pubDate>Thu, 29 May 2025 09:22:45 GMT</pubDate>
      <guid>https://trid.trb.org/View/2500388</guid>
    </item>
    <item>
      <title>Influence of Strain Rate and Stress History on Stress–Strain-Strength and Pore Pressure Characteristics of Organic Marine Clay</title>
      <link>https://trid.trb.org/View/2459022</link>
      <description><![CDATA[This study investigates the geotechnical properties of soft Pak Phanang marine clay, prevalent in Nakhon Si Thammarat province, Thailand, where rapid economic development demands a comprehensive understanding for sustainable construction. Triaxial tests on undisturbed marine clay specimens with various stress histories and strain rates were conducted, focusing on over-consolidation ratios (OCRs) of 1, 2, 4, and 8. Shearing was performed at rates of 0.020%, 0.075%, 1.000%, and 8.500% per minute after K[subscript 0] consolidation. The strain rates selected for this study represent specific values that have been chosen for a comprehensive exploration of Pak Phanang clay behavior under different loading conditions. The effects of stress histories on the marine clay behavior at various strain rates under K[subscript 0] conditions were investigated. It is indicated that the greater strain rates under K[subscript 0] conditions potentially lead to the larger undrained shear strengths and reduce pore water pressure for varied over-consolidation ratios. On the other hand, the greater over-consolidation ratios commonly result in lower shear strengths at all strain rates. Examination of pore pressure parameter at failure (A[subscript f]) and secant Young’s modulus reveals significant strain-rate-dependent behavior and OCR influence on the marine clay’s response. Undrained shear strength increases with higher OCRs, emphasizing OCR’s pivotal role. Rate effect analysis confirms undrained behavior, with a consistent 28% strength increase, regardless of OCR variations. Pore pressure responses exhibit a transition at OCR 4. Secant Young’s modulus decreases with rising OCR, establishing a linear correlation with undrained shear strength.]]></description>
      <pubDate>Mon, 27 Jan 2025 08:55:22 GMT</pubDate>
      <guid>https://trid.trb.org/View/2459022</guid>
    </item>
    <item>
      <title>Numerical Computation and Analysis on Dynamic Pore Water Pressure in Asphalt Pavement</title>
      <link>https://trid.trb.org/View/2282860</link>
      <description><![CDATA[In order to analyze dynamical pore water pressure in saturated asphalt concrete pavement, a dynamic Finite Element Method (FEM) is derived by Galerkin Weighted Residual Method, based on Biot's consolidation theory and viscoelastic incremental constitutive equations. Using this FEM scheme, a one-quarter instance of double disk load model is numerated under semi-sinusoidal load and with Burgers viscoelastic constitutive equations to illustrate the spatial distribution and fluctuation of effective stress and pore water pressure according to time. Influences of the two key parameters — permeability coefficient and loading speed on the maximal pore water pressure are emphasized on, and a correlative equation about them is fit.]]></description>
      <pubDate>Mon, 07 Oct 2024 08:37:37 GMT</pubDate>
      <guid>https://trid.trb.org/View/2282860</guid>
    </item>
    <item>
      <title>Resiliency of MSE Walls to Surge and Wave Loading</title>
      <link>https://trid.trb.org/View/2389222</link>
      <description><![CDATA[The project objectives are to identify the mode of failure that mechanically stabilized earth (MSE) walls have exhibited as a result of hydrodynamic storm surge and wave loading and study effective remediation measures to improve their reliability. The research team will conduct model tests of different MSE wall cases subjected to representative tropical storm hydrodynamics using finite element modeling and centrifuge tests. The parameters of the walls will be the same as those that failed during Hurricane Ian’s landfall near Fort Myers, Florida in September 2022. The parameters of the hydrodynamics will be based on observations and data available through the National Oceanic and Atmospheric Administration (NOAA), USGA and other agencies and in the literature. Measurements of pore pressures in the MSE wall backfill and bearing soil will be made in order to assess the stability changes associated with excess pore pressures driven by the hydrodynamics. The surge water levels and velocities will also be measured through each test. Remediation measures that will be tested include larger mean particle size of the backfill improve permeability and reduce residual excess pore pressure and external porous façade elements as a hydrodynamic energy dissipative boundary. A study of influential parameters will be made using calibrated finite element models of the tested MSE walls.]]></description>
      <pubDate>Tue, 11 Jun 2024 07:33:41 GMT</pubDate>
      <guid>https://trid.trb.org/View/2389222</guid>
    </item>
    <item>
      <title>Poroelastic modeling of pore pressure development in granular pavement layers</title>
      <link>https://trid.trb.org/View/2310328</link>
      <description><![CDATA[Moisture excess in granular pavement layers can decrease pavement performance leading to moisture-related distresses. The combination of trapped water and heavy traffic loads may substantially increase pore pressure and lead to shear failure if layer hydraulic conductivity is insufficient. Currently, most pavement analysis models are unable to predict pore pressure development, so the design and evaluation methods ignore this dynamic effect which may significantly underestimate the moisture damaging effect on pavements. This paper proposes the use of Biot’s poroelasticity theory for modelling fully saturated unbound materials. The proposed methodology – Poroelastodynamic Finite Integration Technique (PEFIT) – was used to analyze axisymmetric multilayered pavement structures consisting of elastic and poroelastic layers. The model was verified and validated using a well-known commercial finite element solver and field pore pressure data, respectively. A sensitivity analysis was conducted by varying critical pavement design parameters. The PEFIT analysis of a three-layer pavement system with a poroelastic base layer has shown that a decrease in base hydraulic conductivity significantly increases the maximum pore pressure, especially for high-speed loads. Results also indicate substantial pore pressure and water movement in the base layer, which may induce a potential shear failure mechanism for unbound materials.]]></description>
      <pubDate>Sat, 13 Apr 2024 20:06:43 GMT</pubDate>
      <guid>https://trid.trb.org/View/2310328</guid>
    </item>
    <item>
      <title>A Unified Analytical Model for Undrained Compressibility Behavior of Foam-Conditioned Coarse-Grained Soils Based on Effective Stress Analysis</title>
      <link>https://trid.trb.org/View/2347351</link>
      <description><![CDATA[During the tunneling process of earth pressure balance (EPB) shield machines, the undrained compressibility of foam-conditioned soils in the excavation chamber is essential for reducing the fluctuation of chamber pressure and guaranteeing effective tunnel face support. As conditioned soil is simplified to be radially constrained by the shield shell and in a quasi-one-dimensional compression state under the face pressure along the tunneling direction, a mechanism-inspired analytical model was developed to estimate the void ratio and pore pressure of foam-conditioned coarse-grained soils (FCS) in one-dimensional compression based on effective stress analysis. In the model, an expansion coefficient was proposed to characterize the filling state of foam bubbles in pores and a void ratio threshold (eth) was defined as the transition point of the FCS with and without effective stress. The variation of void ratio and pore pressure with total stress of FCS in two distinct stages of the void ratio (e), either greater or smaller than its threshold, were calculated based on Boyle’s law and the hyperbolic assumption of the effective stress–strain relation of soil. A good agreement between the analytical and experimental results verified the reliability of the proposed analytical method. Furthermore, a parametric study indicated that the compressibility increases with an increase in the expansion coefficient and foam injection ratio (FIR). Increasing additional water content leads to a decrease in compressibility under low pressure (σv ≤ 20 kPa), but an increase in compressibility under high pressure (σv > 20 kPa). Meanwhile, the pore pressure in FCS in the stage of e < eth also positively correlates with the expansion coefficient, FIR, and additional water content. The research findings would provide a convenient method to estimate the undrained compressibility behavior of FCS and theoretically guide the soil conditioning optimization in EPB tunneling.]]></description>
      <pubDate>Fri, 29 Mar 2024 10:01:12 GMT</pubDate>
      <guid>https://trid.trb.org/View/2347351</guid>
    </item>
    <item>
      <title>A semi-analytical solution for the transient response of one-dimensional saturated single-layer porous media with general boundary conditions</title>
      <link>https://trid.trb.org/View/2166574</link>
      <description><![CDATA[Based on the basic equations for saturated porous media wave equations proposed by Biot, a mathematical model for one-dimensional transient response of single-layer saturated porous media were established with general boundary condition, arbitrary initial conditions and arbitrary vertical load. Firstly, the independent parameters total stress σ, fluid pressure p, soil absolute displacement u and fluid relative displacement w were advised to describe the boundary conditions by linear combination in pairs. Through adjusting the parameters, the linear combination boundary conditions could represent various boundary conditions. The eigenvalues and the eigenfunctions of the undamped governing equations were obtained by means of the variable separation method. With the help of undetermined coefficients and orthogonality of eigenfunctions methods, the solution to the problem could be converted to solve the initial value problem of a series of ordinary differential equations. The semi-analytical solutions were approached by the precise time-integration method. Compared with previous research, the semi-analytical solutions of this research were more general and could be degenerated into various conditions exactly. Several numerical simulations were carried out to validate this method. Finally, the one-dimensional transient responses of single-layer saturated soil with general boundary conditions under step load were analyzed. The results demonstrate that the responses of semi-permeable condition are between permeable condition and impermeable condition and the solid and fluid displacement increase first and then decrease with time.]]></description>
      <pubDate>Wed, 28 Jun 2023 16:29:15 GMT</pubDate>
      <guid>https://trid.trb.org/View/2166574</guid>
    </item>
    <item>
      <title>Experimental study of soil responses around a pipeline in a sandy seabed under wave-current load</title>
      <link>https://trid.trb.org/View/2076767</link>
      <description><![CDATA[Wave and current coexist widely in the oceans. Ever-changing wave characteristics, such as height and length, have a significant influence on the dynamic response within the seabed soil due to the presence of currents. Some aspects of wave, seabed and pipeline interactions have been widely investigated over past years, incorporating both experimental and numerical approaches. However, previous studies on seabed dynamic response around pipelines have mainly focused on cases with wave loading. In this experimental laboratory study, the current loading and diverse backfill conditions which commonly occur far offshore are discussed in depth. It is found that when subjected to the combined wave and current loads, the response of the seabed around a pipeline is more complex than that subjected to pure wave loading as current velocity and propagation direction would significantly change the wave characteristics as well as seabed response. Most notably when comparing with the pure wave loading, the pore pressure amplitude and its attenuation rate within the seabed increases when current and wave travel in the same direction. This could increase the possibility of liquefaction around the pipeline. When current travels in opposing direction to the wave, the effect of current on the decrease of pore pressure and its attenuation rate is more significant than that of the co-current actions. This means that the counter-current will reduce the probability of soil liquefaction.]]></description>
      <pubDate>Mon, 27 Feb 2023 08:51:35 GMT</pubDate>
      <guid>https://trid.trb.org/View/2076767</guid>
    </item>
    <item>
      <title>Shaking Table Tests to Evaluate Effectiveness of Vertical Drains for Liquefaction Mitigation</title>
      <link>https://trid.trb.org/View/2107900</link>
      <description><![CDATA[This research was designed to evaluate the ability of vertical drains to prevent liquefaction and limit associated settlement. Drain performance was investigated using full-scale tests with vertical drains in liquefiable sand using a laminar shear box with acceleration time histories applied at the base. Performance of the sand box with drains in these tests was compared with performance of the same box without drains in previous tests. The test data were also used to create case histories which can be used for further research and calibration of computer models. Although some previous investigations regarding vertical drains have been performed with centrifuge tests, no full-scale drain installation had been tested previously. Two drain geometries were investigated, first with drains spaced at 4 feet and second with drains spaced at 3 feet, to determine the effect of spacing on drain effectiveness. Prefabricated drains were effective at reducing excess pore pressure generation during shaking and increasing the rate of dissipation immediately following the shaking. Liquefaction induced settlement was reduced by 30 to 50% relative to tests without drains. These results are in good agreement with results from previous centrifuge testing. Drains spaced closer together reduced the excess pore pressure that generated during shaking and increased the rate of pore pressure dissipation relative to tests with drains spaced further apart, but post-liquefaction settlements were similar. As the soil became denser, settlement decreased significantly, as did the time for pore pressures to dissipate.]]></description>
      <pubDate>Tue, 07 Feb 2023 18:34:30 GMT</pubDate>
      <guid>https://trid.trb.org/View/2107900</guid>
    </item>
    <item>
      <title>Reliability of FEQdrain for Modeling Performance of Sand Treated With Large Diameter Prefabricated Vertical Drains for Liquefaction Mitigation</title>
      <link>https://trid.trb.org/View/2107901</link>
      <description><![CDATA[The objective of the modeling in this study was to evaluate the reliability of the axisymmetric finite element computer program FEQDrain for computing excess pore pressure ratios (Ru) and settlement at sand sites treated with prefabricated vertical drains (PVDs). FEQDrain was found to be capable of successfully modeling measured excess pore pressure ratio time histories from the laminar shear box experiment, as long as an appropriate combination of ‘number of equivalent cycles’ and ‘shaking duration’ was chosen, and sensitive soil parameters were in the range of measured values. Hydraulic conductivity, soil compressibility, and cycles to liquefaction are sensitive parameters and govern the computed Ru values. Computed Ru values decreased as hydraulic conductivity increased and compressibility decreased. Computed settlement was somewhat overestimated relative to measured values. Modeling shows that the loading rate in the laminar shear box (15 cycles at 2 Hz) likely induced higher Ru values than would be expected in a typical earthquake event with a longer duration. Results from models in this study compare favorably with those from computer modeling performed by Howell et al. (2014) in connection with centrifuge tests. In both cases, the drains were more effective at decreasing pore pressures at greater depths than at shallow depths presumably owing to upward fluid flow. Similar Ru values can be modeled with different combinations of hydraulic conductivity and compressibility. Based on computer analyses, wick drains and 2” diameter PVDs were found to be relatively ineffective for preventing liquefaction. However, 3” diameter PVDs are fairly effective but can be overwhelmed during intense shaking. In contrast, 4” diameter and larger PVDs are significantly more effective.]]></description>
      <pubDate>Tue, 07 Feb 2023 18:34:30 GMT</pubDate>
      <guid>https://trid.trb.org/View/2107901</guid>
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