<rss version="2.0" xmlns:atom="https://www.w3.org/2005/Atom">
  <channel>
    <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" />
    <description></description>
    <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>
    </image>
    <item>
      <title>MODELLING INTERNAL TIDE PROCESSES AROUND THE NW EUROPEAN SHELF EDGE</title>
      <link>https://trid.trb.org/View/431246</link>
      <description><![CDATA[No abstract provided.]]></description>
      <pubDate>Mon, 14 Aug 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/431246</guid>
    </item>
    <item>
      <title>MASS CONCRETE RETAINING WALL FOR THE MERSEY MARINE ESPLANADE, LIVERPOOL</title>
      <link>https://trid.trb.org/View/433297</link>
      <description><![CDATA[The paper examined the problems of constructing a large river bank retaining wall, in a short time, under difficult tidal conditions.  The site problems, alignment of the wall, structural design options considered, reasons for choosing the design solution, and the construction problems, are discussed.]]></description>
      <pubDate>Mon, 14 Aug 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/433297</guid>
    </item>
    <item>
      <title>THE DUNE ISLAND WANGEROOGE IN THE FIELD OF FORCES OF EXTERNAL INFLUENCE AND ITS ACTIVE AND PASSIVE MEANS OF DEFENCE</title>
      <link>https://trid.trb.org/View/435617</link>
      <description><![CDATA[The North Sea tides near Wangerooge leave residual currents between 4 and 9 km per tide flowing in an easterly direction, as measured in the subtidal area 1.5m above the sea floor at a depth of 5m below chart datum, light variable winds prevailing. this easterly tidal residual flow has with the assistance of predominant westerly winds resulted in an easterly drift of sediment along the subtidal and shore area of the islands and across the channels in between. the experiences of several past decades indicate a pattern of about a seven year cycle of abundant accretion as well as severe erosion of sediment in shore areas. The examination of the height of storm tides as measured by the water gauge in Wilhelmshaven confirms that this process is subject to storm impact.]]></description>
      <pubDate>Mon, 14 Aug 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/435617</guid>
    </item>
    <item>
      <title>PRACTICAL APPLICATION OF THEORY FOR TIDAL-INTRUSION FRONTS</title>
      <link>https://trid.trb.org/View/436261</link>
      <description><![CDATA[A simple theoretical model was applied to interpret the characteristics of an estuarine front that forms at the early stage of each flood tide off Newport News Point, in the lower James River, Virginia. The observed depths of diving of denser water at the front and the upriver movement of the front are explained theoretically. The construction of a man-made island to facilitate port expansion was proposed for downriver of the front. Its effects on the flood current approaching the front is quantified with a vertically averaged two-dimensional numerical model. The theory is used to predict the impact of the proposed island on the frontal characteristics, particularly with respect to the entrainment and transport of oyster larvae to the lower portion of the water column, where net transport is upriver toward seed-oyster beds. Applications of the front theory, results of the numerical model and oyster-larvae studies indicate that the transport capacity of the front would be markedly reduced by island construction at the proposed sites.]]></description>
      <pubDate>Mon, 14 Aug 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/436261</guid>
    </item>
    <item>
      <title>THE CHARACTERISTICS OF BOHAI ICE LOAD ANALYSING METHOD</title>
      <link>https://trid.trb.org/View/437663</link>
      <description><![CDATA[No abstract provided.]]></description>
      <pubDate>Mon, 14 Aug 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/437663</guid>
    </item>
    <item>
      <title>TIDAL HYDRAULICS OF ST JOHN RIVER</title>
      <link>https://trid.trb.org/View/438064</link>
      <description><![CDATA[The Reversing Falls separate the St John River almost completely from its tidal estuary, only a small portion of the tidal energy present in the Bay of Fundy tide manages to propagate into it. Harmonic analyses reveal that 28- and 15-day oscillations, not the semi-diurnal tide, dominate the fluctuations in the water levels upstream although the latter is unusually strong in the estuary. The long-period oscillations are created by the periodic retention of some of the fresh water during intervals of perigean or spring tides, the case of the phenomenon being obvious during intervals of constant discharge. Wide fluctuations in runoff created by the spring freshet mask the interaction temporarily. Since the range of down-stream tides still contributes to the retention of fresh water, the coincidence of a peak in runoff with extreme tidal ranges could create unusually high levels up-stream.]]></description>
      <pubDate>Mon, 14 Aug 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/438064</guid>
    </item>
    <item>
      <title>CATHODIC PROTECTION IN COOK INLET ARCTIC WATERS</title>
      <link>https://trid.trb.org/View/438132</link>
      <description><![CDATA[Environmental conditions which are unique to Cook Inlet, Alaska and the effect of these environments on cathodic protection systems are presented.]]></description>
      <pubDate>Mon, 14 Aug 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/438132</guid>
    </item>
    <item>
      <title>ON THE NUMERICAL SOLUTION OF THE TURBULENCE ENERGY EQUATIONS FOR WAVE AND TIDAL FLOWS</title>
      <link>https://trid.trb.org/View/438308</link>
      <description><![CDATA[This paper deals with the numerical solution, using finite difference methods of the hydrodynamic and turbulence energy equations which describe wind wave and tidally induced flow. Calculations are performed using staggered and non-staggered finite difference grids in the vertical, with various time discretisations of the production and dissipation terms in the turbulence energy equations. It is shown that the time discretisation of these terms can significantly influence the stability of the solution. The effect of time filtering on the numerical stability of the solution is also considered. The form of the mixing length is shown to significantly influence the bed stress in wind wave problems. A no-slip condition is applied at the seabed and the associated high-shear bottom boundary layer is resolved by transforming the equations onto a logarithmic or log-linear co-ordinate system before applying the finite difference scheme. A computationally economic method is developed which remains stable even when a very fine vertical grid (over 200 points) is used with a time step of up to 30 min.]]></description>
      <pubDate>Mon, 14 Aug 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/438308</guid>
    </item>
    <item>
      <title>ON OBTAINING THE STEADY-STATE SOLUTIONS OF THE LINEARISED THREE-DIMENSIONAL HYDRODYNAMIC EQUATIONS</title>
      <link>https://trid.trb.org/View/438887</link>
      <description><![CDATA[Three techniques are presented for solving the depth-averaged hydrodynamic equations to yield steady-state solutions that are compatible with the full three-dimensional (3D) linearised equations. The first technique establishes criteria for ensuring that 2D (in plan) models, using the convolution method for bottom friction, converges to a steady-state solution which is compatible with a full 3D model. A simple form of convolution kernel (an exponential), which may be represented by a simple recurrence relationship, is described. The second technique uses an alternative form of the convolution method, expressing the depth-averaged velocity directly as an exponential convolution integral. A variant of this technique is very similar to the conventional linear friction method and therefore may be easily implemented in existing models. The third technique replaces the dynamic equation with the steady-state solution itself. The resultant set of equations may be solved by conventional time-stepping or by the numerical solution of a Poisson equation.]]></description>
      <pubDate>Mon, 14 Aug 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/438887</guid>
    </item>
    <item>
      <title>VARIATIONAL PARAMETER ESTIMATION FOR A TWO-DIMENSIONAL NUMERICAL TIDAL MODEL</title>
      <link>https://trid.trb.org/View/441622</link>
      <description><![CDATA[It is shown that the parameters in a two-dimensional (depth-averaged) numerical tidal model can be estimated accurately by assimilation of data from tide gauges.  The tidal model considered is a semi-linearised one in which kinematical non-linearities are neglected but non-linear bottom friction is included.  The parameters to be estimated (bottom friction coefficient and water depth) are assumed to be position-dependent and are approximated by piecewise linear interpolations between certain nodal values.  The numerical scheme consists of a two-level leapfrog method.  The adjoint scheme is constructed on the assumption that a certain norm of the difference between computed and observed elevations at the tide gauges should be minimised.  It is shown that a satisfactory numerical minimisation can be completed using either the Broyden-Fletcher-Goldfarb-Shanno (BFGS) quasi-Newton algorithm or Nash's truncated Newton algorithm.  On the basis of a number of test problems, it is shown that very effective estimation of the nodal values of the parameters can be achieved provided the number of data stations is sufficiently large in relation to the number of nodes.]]></description>
      <pubDate>Mon, 14 Aug 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/441622</guid>
    </item>
    <item>
      <title>HARMONIC FRICTION-DAMPING MODULUS</title>
      <link>https://trid.trb.org/View/449554</link>
      <description><![CDATA[By linearizing the St Venant system of equations and decomposing the tidal oscillations into a series of sinusoidal constituents, Ippen and Harleman (in 1966) developed a semianalytical harmonic method for simulation of tidal motion in estuaries.  In spite of the efficiency of their method, there is a major drawback stemming from the requirement of extensive field data for calibration of the dimensionless parameter   and friction damping modulus  .  For that purpose, a large number of data for various combinations of estuarine length, depth, bottom friction, and tidal amplitude and period were generated by means of computer simulations.  The numerical model utilized the full system of the one- dimensional continuity and momentum equations.  Based on these data, the behaviour of the dimensionless parameter   was analyzed in a previous paper.  In this study, the data are used for investigation of the behaviour of friction damping modulus   under various conditions.  The results quantify the dependence of   with respect to Chezy's coefficient of friction (Cz), length of the estuary (lo), tidal period (T), water depth (H), bottom slope (So), and plane geometry of the estuary.  Whenever available, the simulation data were tested with experimental data.]]></description>
      <pubDate>Mon, 14 Aug 1995 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/449554</guid>
    </item>
    <item>
      <title>EFFECTS OF PROPOSED HARBOR MODIFICATIONS ON WAVE CONDITIONS, HARBOR RESONANCE, AND TIDAL CIRCULATION AT FISH HARBOR, LOS ANGELES, CALIFORNIA: PHYSICAL AND NUMERICAL MODEL INVESTIGATIONS</title>
      <link>https://trid.trb.org/View/387579</link>
      <description><![CDATA[The Port of Los Angeles has embarked upon a program to improve wave and current conditions at Fish Harbor, Los Angeles, California. To achieve this, field measurements (both wave heights and currents) for the existing harbor were obtained and analyzed and a physical hydraulic model for short-period wave tests and numerical models for harbor oscillation and tidal circulation were used to investigate the effects of proposed harbor improvements. The proposed improvements consisted of dredging deeper channels and berthing areas to accommodate the larger, deeper draft vessels using the harbor and the creation of landfills to provide for expansion of local industry. The physical model was constructed to an undistorted scale of 1:60, model to prototype, and included the entire harbor and approximately 1,500 ft of underwater contours to the south and east of the entrance. A 30-ft-long wave generator and an automated data acquisition and control system were utilized in model operation. A hybrid finite element numerical model (capable of calculating forced harbor oscillations for harbors of arbitrary shape and variable depth) was used to calculate harbor resonance at Fish Harbor. Four numerical finite element grids were used to compute wave-height amplification factors and normalized maximum current velocities associated with the harbor's response to incident waves ranging from 20 to 160 sec. A two-dimensional depth-averaged formulation of the hydrodynamic equations was used in the tidal circulation model, and an implicit-explicit finite difference scheme was used to numerically solve the equations. An optimum improvement plan was developed during the physical model wave tests. The plan met the established wave-height criteria and provided increased area for mooring small craft in the lee of the harbor breakwater. The results of the long-period prototype data analysis and numerical harbor oscillation study indicated a decrease in long-period wave energy for this optimum plan. The tidal circulation study indicated that changes in tidal circulation characteristics were limited to the vicinity of Fish Harbor and included a slight shift in flood and ebb flow patterns due to the breakwater location for the optimum plan. Tidal flushing in Fish Harbor was influenced by the optimum plan but was similar to existing conditions for successive low waters.]]></description>
      <pubDate>Thu, 21 Jul 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/387579</guid>
    </item>
    <item>
      <title>THE ATCHAFALAYA RIVER DELTA REPORT 8: NUMERICAL MODELING OF HURRICANE-INDUCED STORM SURGE</title>
      <link>https://trid.trb.org/View/387587</link>
      <description><![CDATA[This report contains a description of the US Army Engineer Waterways Experiment Station (WES) Implicit Flooding Model (WIFM) and how it was applied to the Atchafalya River Delta Project.  Input required by the model for this application is discussed.  The model is verified to both tidal and hurricane conditions by comparing prototype water-surface elevations to simulated results.  Hurricane wind fields are generated using the standard project hurricane (SPH) model. The storm surge model is used to simulate the response of the Atchafalaya Bay area for a set of 12 hypothetical hurricane events. Hurricane parameters defining this ensemble of storms were derived from historical data]]></description>
      <pubDate>Thu, 21 Jul 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/387587</guid>
    </item>
    <item>
      <title>RETURN PERIODS OF EXTREME SEA LEVELS: THE EXCEEDANCE PROBABILITY METHOD</title>
      <link>https://trid.trb.org/View/402353</link>
      <description><![CDATA[The practical application of the Exceedance Probability Method proposed by J. F. Middleton and K. R. Thompson in 1986 for the estimation of extreme sea level is considered in detail for ports where tidal amplitudes dominate surge. Data from Sydney, Australia, are used to illustrate the method. It is explained how direct use is made of the histogram of tidal residuals in lieu of fitting a model to it, and the limitations are pointed out. Graphical fitting of the sum of two normal distributions to the histogram is also discussed. A method is given for including a trend in mean sea level. A simplified method of checking whether tidal amplitudes dominate the surge is given in an appendix.]]></description>
      <pubDate>Thu, 21 Jul 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/402353</guid>
    </item>
  </channel>
</rss>