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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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      <title>DEFORMABILITY AND STRENGTH OF A SATURATED SILT UNDER REPEATED LOADING</title>
      <link>https://trid.trb.org/View/196398</link>
      <description><![CDATA[Using a triaxial apparatus for repeated loading of his own construction, the author has performed a series of dynamic consolidated undrained tests on cylindrical normally consolidated silty samples at lateral total stress kept constant, and axial stress changing sinusoidally at low frequency.  Owing to the pore pressure measurement the results could be expressed in terms of effective stresses. The mobilized effective stress shear angle has been shown to increase even after passing the axial peak stress towards the static strength value.  The dynamic shear modulus expressing the deformability of undrained soil has been proved to decrease with the mobilized shear angle; the ratio of dynamic to static modulus decreases with the number of repeated loads.  (TRRL)]]></description>
      <pubDate>Wed, 29 Feb 1984 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/196398</guid>
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    <item>
      <title>SUCCESSFUL HIGHWAY CONSTRUCTION ON VERY SOFT SOILS</title>
      <link>https://trid.trb.org/View/196512</link>
      <description><![CDATA[The Ljubljana-Postojna highway crosses the northern boundary part of the Ljubljana marsh.  Due to high compressibility of the upper peaty, silty and clayey layers of the subsoil with total thickness of about 12 M settlements up to 160 cm were expected.  In order to reduce the post-construction settlements to tolerable values, vertical wick drains, preloading, light fill material and partially the excavation of superficial peat were used. The applicability of simplified consolidation and stability analyses was checked by observations on a test embankment and the efficacy of polypropylene covers of wick drains by laboratory and field tests.  Settlements observed during the construction of the highway and two years afterwards agree satisfactorily with forecast values.  (TRRL)]]></description>
      <pubDate>Mon, 30 Jan 1984 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/196512</guid>
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    <item>
      <title>JOINT SOLUTION OF DIFFUSION AND EQUILIBRIUM EQUATIONS FOR NON-LINEAR VISCOUS SOILS</title>
      <link>https://trid.trb.org/View/196513</link>
      <description><![CDATA[The joint solution of the diffusion equation and equilibrium equations for saturated non-linear viscous soils is the subject of this study.  The incremental rheological relationships incorporated in equilibrium equations are of hypoelastic type.  They correspond to a non-linear kelvin body.  For the numerical solution the finite element method has been applied.  A system of non-linear algebraic equations has been obtained.  They have been solved iteratively by using the Newton method. For application in plane-strain problems the element introduced in the analysis is a non-linear generalization of the Sandhu-Wilson linear strain triangle.  For rectangular homogeneous plane strain domains with surface distributed load the computer program has been elaborated. It has been successfully checked by the application to a clay layer subjected to a uniformly distributed surface load.  (TRRL)]]></description>
      <pubDate>Mon, 30 Jan 1984 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/196513</guid>
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    <item>
      <title>CONSOLIDATION OF NON-LINEAR VISCOUS SOILS: NUMERICAL ASPECTS</title>
      <link>https://trid.trb.org/View/196514</link>
      <description><![CDATA[The paper presents the material model for a soil exhibiting visco-plastic properties, the coupled quasi-static theory of visco-plastic consolidation of soils, the numerical solution technique, its computer implementation and its performance for the analysis of the coupled visco-plastic consolidation of a soft soil.  The attention is focused on the details of the solution method, numerical procedures and the accuracy of solution.  A saturated soil layer of finite thickness, lying on a rigid base and subjected to a gradually increasing load uniformly distributed over the entire soil surface is analysed.  The investigations show that the accuracy of the solution varies at chosen parameters of the numerical method, such as number of time integration steps, with physical parameters, e.g. permeability coefficient, and with loading parameters considered here, at moderately increasing loads the results prove to be accurate enough. The accuracy, however, decreases, or the solution even fails to converge, when the permeability is sufficiently small or when the rate of the load increase is too large, or both. Numerical experiments show that in such cases the only possible cure to improve the accuracy is to dense a finite element mesh.  (TRRL)]]></description>
      <pubDate>Mon, 30 Jan 1984 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/196514</guid>
    </item>
    <item>
      <title>INCREMENTAL MATRIX FORM OF AN ELASTIC VISCOPLASTIC MODEL FOR SOILS</title>
      <link>https://trid.trb.org/View/196515</link>
      <description><![CDATA[Incremental stress-strain-time relationships have been developed for an elastic viscoplastic model of soils exhibiting the following particularities: (a) for the distortional part of plastic strain components the yield surfaces are open-ended circular cylinders whose axis is the space diagonal, while for the spheric part the yield surfaces are octahedral planes perpendicular to the space diagonal.  (b) an associative flow rule has been applied. (C) yield functions are expressed in terms of octahedral values of stresses and strains and of time.  The resulting relationships have the form (eq 39) (do') = (M) (de) + (T) dt.  The matrix (M) and vector (t) depend on stresses and on differential quotients of yield functions with respect to octahedral strains and to time.  Particular expressions of these differential quotients have been presented for yield functions corresponding to the behaviour of soil as a non-linear kelvin body.  Prevost and hoeg's incremental plasticity theory has been considered as a special case of the prsent relationships.  In a preceding study (Saje, Kovacic and Suklje, 1979) the simultaneous solution of diffusion and equilibrium equations was developed, in plain strain conditions, for saturated soils whose visco-hypoelastic model was presented in the same incremental matrix form; the composition of the matrix (M) and vector (t) is different, their members, however, depend upon the same parameters.  Thus, the preceding solution can be applied also for rheological relationships developed in the present paper.  (TRRL)]]></description>
      <pubDate>Mon, 30 Jan 1984 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/196515</guid>
    </item>
    <item>
      <title>ON SOME CONTROVERSIAL EFFECTS OF THE VISCOUS STRUCTURAL RESISTANCE OF SOIL</title>
      <link>https://trid.trb.org/View/196516</link>
      <description><![CDATA[By the analysis of a simple case of consolidation of a homogeneous viscous layer of uniform thickness, uniform initial porosity, constant permeability (independent of the porosity), uniform initial and supplementary loading, and under conditions of linear strain state and one-dimensional seepage, support has been given to statements of previous numerical consolidation studies: (A) A hypothesis relating to consolidation curves of layers of different thickness is considered.  The analyses prove that the secondary branch of the thinner layer is the asymptote of the consolidation line of the thicker layer.  (B) The rheological models have to be able to express the effect of the viscous structural resistance on the abrupt increase of the effective stress at a sudden load application, if it is conditioned by a low initial porosity and/or a small load interval and/or a short seepage path.  (C) When analysing the consolidation, the influence of the sample disturbance has to be considered. Frequently the starting data on the speed of the previous secondary consolidation and the corresponding initial porosity have to be appropriately corrected.  (TRRL)]]></description>
      <pubDate>Mon, 30 Jan 1984 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/196516</guid>
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