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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>The origin and shear strength of kaolin-rich zones in Hong Kong and their implications for slope stability</title>
      <link>https://trid.trb.org/View/778006</link>
      <description><![CDATA[In 1995 two major landslides in Hong Kong, both resulting in fatalities, were influenced by localised concentrations of low-strength, kaolin-rich zones within the weathered rock mass. The engineering significance of the kaolin was investigated using a scoping study and mineralogical testing at the landslide sites. A number of problems with testing kaolin-infilled discontinuities were detected which affected the interpretation of the results. Commercially available samples of both halloysite and kaolinite were tested at different mixture proportions. For mixed kaolinite and halloysite there was a noticeable drop in strength once the kaolinite content exceeded 10% and further decreases in strength as the proportion increased. The Hong Kong Geotechnical Engineering Office now recommends that mineralogical testing of infills be undertaken in addition to shear strength testing. It is considered that kaolin migrates during weathering, probably mainly in solution. This can result in a broad dissemination of kaolin throughout the weathered material and preferential deposition in relict discontinuities. The majority of kaolin infills show evidence of shearing and brecciation and multiple generations of kaolin. The significance of these results for the assessment of the stability of cut slopes in Hong Kong is discussed.  For the covering abstract see ITRD E128041.]]></description>
      <pubDate>Thu, 09 Mar 2006 08:09:57 GMT</pubDate>
      <guid>https://trid.trb.org/View/778006</guid>
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    <item>
      <title>The role of geology in landslide risk assessment for civil engineering purposes</title>
      <link>https://trid.trb.org/View/778005</link>
      <description><![CDATA[The role of geology in landslide risk assessment is illustrated from three contrasting regions of Asia: the Himalayas of Nepal and Bhutan, the Philippines and Hong Kong. The availability of geological and geotechnical data in the developed world, such as the UK and Hong Kong, is contrasted by the lack of data and high levels of landslide hazard found in the less developed countries, such as Nepal and Bhutan. The three case histories illustrate the ways in which engineering geology and associated techniques have contributed to landslide assessment, thus providing models lor future application. It is concluded that both developers and geoscience practitioners alike must take greater cognisance of the geological complexity and geomorphological variability of the terrains in which they are working than is currently the case.  For the covering abstract see ITRD E128041.]]></description>
      <pubDate>Thu, 09 Mar 2006 08:09:52 GMT</pubDate>
      <guid>https://trid.trb.org/View/778005</guid>
    </item>
    <item>
      <title>Stiffness anisotropy of London Clay and its modelling: laboratory and field</title>
      <link>https://trid.trb.org/View/778004</link>
      <description><![CDATA[Anisotropic behaviour of London Clay is examined. Undrained and drained triaxial tests were performed on rotary cored London clay samples obtained from Kennington, London and the results are compared with published laboratory and in-situ testing data. The measured anisotropic behaviour is then modelled by incorporating transverse anisotropic elasticity into a critical state soil model. A smooth transition from elastic to plastic behaviour is modelled by the subloading surface concept. The model is implemented into a finite element (FE) program and ground response induced by tunnel excavation is simulated in 2D and 3D conditions. The effects of soil anisotropy on ground deformation and excess pore pressure generation are discussed.  For the covering abstract see ITRD E128041.]]></description>
      <pubDate>Thu, 09 Mar 2006 08:09:47 GMT</pubDate>
      <guid>https://trid.trb.org/View/778004</guid>
    </item>
    <item>
      <title>Microscopic evaluation of 1-D compression for air-form treated lightweight geo-material</title>
      <link>https://trid.trb.org/View/778003</link>
      <description><![CDATA[A lightweight geo-material (LGM) for port construction has been developed as a value-added material, which is not only a means of recycling dredged soil but also offers additional functions such as improvement of the earthquake-proof capacity by decreasing the lateral earth pressure on a seawall and prevention of the differential settlement by decreasing the overburden stress on an underground structure. The deformation characteristics of LGM due to its own weight and the weight of superimposed structures were studied using scanning electron microscopes and colour laser 3-D profile microscopes. Preparation of the air-foam treated LGM is described. The void ratio minus log compression pressure relationship of the LGM showed a reversed S-shaped curve which is similar to that of a natural clay deposit with a well-developed structure. This relationship could be properly evaluated from a microscopic point of view. The one-dimensional compressibility of the LGM could be qualitatively and quantitatively evaluated from a microscopic point of view, in particular the distortion of the air-foam bubbles. It is considered possible to match up the cement hydration with the aging effect and the air-formed skeletal structure with the soil structure, providing a model system for the skeletal structure of a natural clay deposit.  For the covering abstract see ITRD E128041.]]></description>
      <pubDate>Thu, 09 Mar 2006 08:09:43 GMT</pubDate>
      <guid>https://trid.trb.org/View/778003</guid>
    </item>
    <item>
      <title>Pore water compressibility and soil behaviour - excavations, slopes and draining effects</title>
      <link>https://trid.trb.org/View/778002</link>
      <description><![CDATA[Soils under water may be considered as an unsaturated porous medium containing gas, water and solids. Observations and laboratory measurements have shown that under natural conditions pore water contains microscopic air bubbles which change pore water compressibility considerably. These bubbles are embedded in the pore fluid of the soil skeleton and may play a key role in soil behaviour. Soil failure and delayed soil deformation may be explained by pressure changes applied on such unsaturated submerged soils, causing heaving or shrinking. By using a three-phase model, the mechanical behaviour of such soils may be described by an extended consolidation equation in order to calculate transient pore water pressures, induced by external pressure changes. Selected case studies in low permeable soils are presented. Effects of rapid external pressure reduction are discussed, such as excavation, pore pressure reduction to improve slope stability and fully soil embedded draining structures. Results of numerical simulations, laboratory and field investigations are presented with special regard to such structures acting as draining facilities.  For the covering abstract see ITRD E128041.]]></description>
      <pubDate>Thu, 09 Mar 2006 08:09:39 GMT</pubDate>
      <guid>https://trid.trb.org/View/778002</guid>
    </item>
    <item>
      <title>Stress paths and failure stress of reinforced decomposed granite by numerical approach</title>
      <link>https://trid.trb.org/View/778001</link>
      <description><![CDATA[In this paper, an experimental study is presented under various stress paths for unreinforced and reinforced soil. Drained triaxial tests were conducted using a computer controlled GDS triaxial apparatus. Test results show that non-woven geotextile reinforced soils exhibit higher failure strains and volume contraction than unreinforced soils. Failure strains and the strength increase with increase in number of layers. A simplified approach for numerical calculations was proposed to predict the shear strength and the coefficient of interface friction of reinforced soils for conventional triaxial compression (CTC) stress paths. Charts were also presented to predict the strength of reinforced soil and to determine the coefficient of the interface friction from test results and predictions are satisfactory.  For the covering abstract see ITRD E128041.]]></description>
      <pubDate>Thu, 09 Mar 2006 08:09:36 GMT</pubDate>
      <guid>https://trid.trb.org/View/778001</guid>
    </item>
    <item>
      <title>Trial excavation for cut and cover tunnel construction in glacial till - a case study from Dublin</title>
      <link>https://trid.trb.org/View/778000</link>
      <description><![CDATA[The Dublin Port Tunnel links the M50 "C" ring road around Dublin to the port area. The central part of the project comprises twin bored tubes with shallower lengths of cut and cover tunnels at either end. Advantage was taken of the shallower alignment and competent ground towards the north to address tight land-take constraints, using steep 12m high slopes, with diverted motorway traffic at the crest. The basic design required soil nails over the full slope height. However Dublin Boulder Clay experience suggested an observational approach whereby nails could be omitted unless required by adverse geology or unsatisfactory monitored performance. To substantiate this novel design, a trial excavation was undertaken with detailed logging, fabric studies, sampling and laboratory testing. The 11m deep, 75 degree cut was surcharged to model traffic loading and instrumented to measure movements and pore pressures. No nails were installed and different face protection types were used. Finite element analysis was employed in the design of the trial cut, associated lab testing and field instrumentation. Back-analyses of observed behaviour allowed careful calibration of FE models for use in the main excavation design. The paper describes the planning, design and execution of the trial, summarises monitoring results, discusses lessons learned on construction methods, necessary modifications to the numerical model, and the methodology for successful monitoring.  For the covering abstract see ITRD E128041.]]></description>
      <pubDate>Thu, 09 Mar 2006 08:09:33 GMT</pubDate>
      <guid>https://trid.trb.org/View/778000</guid>
    </item>
    <item>
      <title>Tunnelling effects on pile groups in sand</title>
      <link>https://trid.trb.org/View/777999</link>
      <description><![CDATA[The construction of tunnels in urban areas often results in tunnelling very close to overlying piled foundations, potentially with serious consequences. A study was carried out at the University of Cambridge, UK to examine the effect of tunnelling-induced volume loss on piled foundations by means of centrifuge modelling. Tunnelling-induced changes in the load distribution on piles were investigated, as well as the settlements and rotations that pile groups underwent. Volume loss-induced changes in the load distribution on pile groups were found to be similar to those on single piles. Piles with their bases located within the zone of influence suffered a reduction in the mobilised base load, transferring load to the shaft during which very little settlement occurs. As in the case of single piles, the behaviour of pile groups could be predicted based on the zone of influence. The effect of tunnelling on piled foundations were shown to be less severe than commonly expected.  For the covering abstract see ITRD E128041.]]></description>
      <pubDate>Thu, 09 Mar 2006 08:09:28 GMT</pubDate>
      <guid>https://trid.trb.org/View/777999</guid>
    </item>
    <item>
      <title>Use of the observational method for the construction of a road cutting in Glacial Till</title>
      <link>https://trid.trb.org/View/777998</link>
      <description><![CDATA[The Observational Method was successfully used for the construction of a road cutting in Glacial Till in north London. Better and more appropriate soil parameters were derived by back-analysing neighbouring excavations. Use of the method allowed construction to take place in an open cut supported by berms instead of beneath raking props. Monitoring showed that movements remained in the green zone and there was no need to implement any of the planned contingencies. The overall savings were about 5% on cost and at least 18% on programme with a marked reduction in the materials and plant used, giving added environmental benefits.  For the covering abstract see ITRD E128041.]]></description>
      <pubDate>Thu, 09 Mar 2006 08:09:24 GMT</pubDate>
      <guid>https://trid.trb.org/View/777998</guid>
    </item>
    <item>
      <title>Load plate test with the light falling weight device</title>
      <link>https://trid.trb.org/View/777997</link>
      <description><![CDATA[The dynamic load plate test with the Light Falling Weight Device (LFWD) is an innovative field test to determine the dynamic deformation modulus of soils and fill materials in earth works and ground engineering. It is suitable to test compaction and to evaluate the bearing capacity of unbound fill materials in earth works. The paper presents theoretical and practical research results regarding the Light Falling Weight Device as well as its practical application.  For the covering abstract see ITRD E128041.]]></description>
      <pubDate>Thu, 09 Mar 2006 08:09:20 GMT</pubDate>
      <guid>https://trid.trb.org/View/777997</guid>
    </item>
    <item>
      <title>Critical slip surface in slope stability analysis</title>
      <link>https://trid.trb.org/View/777996</link>
      <description><![CDATA[The key problem when performing slope stability analysis using the limit equilibrium technique is finding the critical slip surface that produces the minimum factor of safety or the minimum critical acceleration. The acceptability of the solution is another problem with this approach. A new analysis technique, developed within the bounds of the limit equilibrium technique, utilises the acceptability criterion as the starting point. There is no a-priori assumption about the shape of the slip surface. The procedure develops the critical acceptable surface for a given critical acceleration. The minimum critical acceleration along with the corresponding critical surface is derived through iteration. For slopes of homogeneous material, the procedure is simple. It is interesting to see from the solution that critical surface is close to a circle for homogeneous slopes rather than the log-spiral. It is planned to treat more complex non-homogeneous slopes in a subsequent paper.  For the covering abstract see ITRD E128041.]]></description>
      <pubDate>Thu, 09 Mar 2006 08:09:15 GMT</pubDate>
      <guid>https://trid.trb.org/View/777996</guid>
    </item>
    <item>
      <title>Application of three-dimensional finite element method in parametric and geometric studies of slope stability analysis</title>
      <link>https://trid.trb.org/View/777995</link>
      <description><![CDATA[Numerical methods generally and the finite element method particularly have been successfully employed in the analysis of non-conventional geotechnical problems for over three decades. Their application, however, is mainly in the analysis of stresses and deformation in plane strain and axisymmetrical conditions. Little has been done to explore the many possibilities of employing these methods in three-dimensional (3-D) analysis in predicting soil failure and possible collapse mechanisms. In this paper, some of the capabilities of the finite element method in the slope stability analysis are investigated and compared with the traditional limit equilibrium techniques. A procedure of calculating factor of safety from 3-D finite element analysis is also described. The procedure is implemented in parametric and geometric studies carried out on soil embankments to examine the influence of factors such as geometry of embankments, curvature and pore water pressure on the resulting values of factor of safety.  For the covering abstract see ITRD E128041.]]></description>
      <pubDate>Thu, 09 Mar 2006 08:09:12 GMT</pubDate>
      <guid>https://trid.trb.org/View/777995</guid>
    </item>
    <item>
      <title>Pore pressure measurements in infrastructure embankments</title>
      <link>https://trid.trb.org/View/777994</link>
      <description><![CDATA[This paper presents measurements of pore water pressures (positive and negative) from an old railway embankment and a more recently constructed highway embankment. The results demonstrate the existence of seasonal variations, which it is argued could adversely affect the serviceability of these earth structures. Measurements of peak pore water pressures, from a large number of embankments, made during the exceptionally wet winter of 2000-2001 are also presented.  For the covering abstract see ITRD E128041.]]></description>
      <pubDate>Thu, 09 Mar 2006 08:09:08 GMT</pubDate>
      <guid>https://trid.trb.org/View/777994</guid>
    </item>
    <item>
      <title>Old railway embankment clay fill - laboratory experiments, numerical modelling and field behaviour</title>
      <link>https://trid.trb.org/View/777993</link>
      <description><![CDATA[UK railway embankments are typically more than 100 years old, and, in southern England, are generally composed of high plasticity clay fills. They were built without compaction by end-tipping loosely into place. Significant vegetation growth has developed and, depending on the vegetation type and extent, the embankments are prone to collapse or to severe serviceability problems. The paper summarises laboratory test results on block samples of clay fill. Tests were also carried out on reconstituted soils. The paper considers the varying influences of 'structure' on strength, stiffness and permeability characteristics. Numerical analyses were carried out which utilised a non-linear stress-strain model, both pre-peak and post-peak with strain softening towards residual strength. A challenging area is understanding the influence of vegetation; the behaviour of trees compared with grass is considered. The numerical model predictions are compared with a case history where seasonal variations in track displacement were monitored.  For the covering abstract see ITRDE128041.]]></description>
      <pubDate>Thu, 09 Mar 2006 08:09:05 GMT</pubDate>
      <guid>https://trid.trb.org/View/777993</guid>
    </item>
    <item>
      <title>The influence of permeability on the stability of embankments experiencing seasonal cyclic pore water pressure changes</title>
      <link>https://trid.trb.org/View/777992</link>
      <description><![CDATA[The majority of the UK's railway embankments were constructed from stiff clay using end-tipping methods. Most of the fill incorporated granular inclusions of varying proportions, which influences the magnitude of the mass permeability of the clay fill. The embankments experience seasonal cyclic pore water pressure changes in response to the alternating wet winters and dry summers, coupled with the varying water demand by vegetation. This paper describes numerical studies carried out to investigate the influence of the mass permeability of the clay fill on the stability of a typical UK vegetated railway embankment. The studies focus on the pore water pressure changes, movements and rate of propagation of a progressive failure mechanism which occurs under various magnitudes of mass permeability. It is shown that the magnitudes of the seasonal pore water pressure changes, movements and rate of propagation of a progressive failure mechanism increase with the magnitude of permeability. The time to collapse reduces as permeability increases. The results are believed to be of significance when assessing the long term stability of such embankments.  For the covering abstract see ITRD E128041.]]></description>
      <pubDate>Thu, 09 Mar 2006 08:09:01 GMT</pubDate>
      <guid>https://trid.trb.org/View/777992</guid>
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